确定岩质边坡地震安全系数的简化方法
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摘要
作为岩质边坡地震稳定性评价的规范方法,拟静力法忽略岩体的动力特性和地震动大部分特性的影响,而地震时程分析法考虑的因素较全面,却相对费时费力。目前岩质边坡地震稳定性评价缺乏较好地考虑岩体的动力特性和地震动特性的简化方法。为此,综合利用时程分析法和拟静力法的各自优点,建立地震安全系数与拟静力安全系数间的关系,提出2种岩质边坡地震稳定性评价的简化方法:(1)对于重要边坡,建立边坡地震安全系数与地震动峰值、边坡拟静力安全系数的统计经验公式;(2)对于一般边坡,统计边坡地震安全系数与拟静力安全系数的修正系数,建议相应的修正方案。以典型岩质边坡为例,采用显式波动有限元–极限平衡法,阐述所提出的简化方法的详细实施步骤,初步证明所提出方法的可行性和合理性。所建议的简化方法为重要工程岩质边坡震后快速评估和一般工程岩质边坡抗震稳定性评价提供有益的思路和重要参考。
The pseudo-static method for the seismic stability evaluation of rock slope is recommended by most codes at home and abroad,but it neglects the effects of dynamic properties of rock mass and most of earthquake ground motion characters.Furthermore,the method of earthquake time-history reasonably considering the effects of main factors is time-consuming and laborious.Nowadays,such simplified methods are lacking in the seismic stability evaluation of rock slope,which can reasonably consider the impacts of dynamic properties of rock mass and the characters of earthquake ground motion.Thus,the relation between the seismic and pseudo-static safety factors is constructed and two simplified methods,which can comprehensively utilize respective advantages of the time-history method and pseudo-static method for determining the seismic safety factor of rock slope,are put forward as follows:(1) The statistical models of seismic safety factor of rock slope and pseudo-static safety factor,peak acceleration are provided for the critical slopes.(2) The rectified coefficients of seismic safety factor of rock slope and pseudo-static safety factor are derived,and corresponding correction schemes are suggested for general slopes.The execution procedures of the simplified methods are illustrated using the method combining finite elements with limit equilibrium method through a typical rock slope.The results prove the feasibility and rationality of the suggested methods.The simplified methods proposed provide the valuable methods and the important reference for rapid evaluation aftershock of critical slopes and seismic stability evaluation of general slopes.
The pseudo-static method for the seismic stability evaluation of rock slope is recommended by most codes at home and abroad,but it neglects the effects of dynamic properties of rock mass and most of earthquake ground motion characters.Furthermore,the method of earthquake time-history reasonably considering the effects of main factors is time-consuming and laborious.Nowadays,such simplified methods are lacking in the seismic stability evaluation of rock slope,which can reasonably consider the impacts of dynamic properties of rock mass and the characters of earthquake ground motion.Thus,the relation between the seismic and pseudo-static safety factors is constructed and two simplified methods,which can comprehensively utilize respective advantages of the time-history method and pseudo-static method for determining the seismic safety factor of rock slope,are put forward as follows:(1) The statistical models of seismic safety factor of rock slope and pseudo-static safety factor,peak acceleration are provided for the critical slopes.(2) The rectified coefficients of seismic safety factor of rock slope and pseudo-static safety factor are derived,and corresponding correction schemes are suggested for general slopes.The execution procedures of the simplified methods are illustrated using the method combining finite elements with limit equilibrium method through a typical rock slope.The results prove the feasibility and rationality of the suggested methods.The simplified methods proposed provide the valuable methods and the important reference for rapid evaluation aftershock of critical slopes and seismic stability evaluation of general slopes.
引文
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[14]王伟,杨敏,刘德富.基于经济风险分析的边坡稳定性评价[J].同济大学学报:自然科学版,2004,32(12):1603–1607.(WANGWei,YANG Min,LIU Defu.Assessment of slope stability witheconomical risk analysis[J].Journal of Tongji University:NaturalScience,2004,32(12):1 603–1 607.(in Chinese))
[15]中华人民共和国国家标准编写组.GB50330—2002建筑边坡工程技术规范[S].北京:中国建筑工业出版社,2002.(The NationalStandards Compilation Group of People s Republic of China.GB50330—2002 Technical code for building slope engineering[S].Beijing:China Architecture and Building Press,2002.(in Chinese))
[16]刘红帅,杨俊波,薄景山,等.岩土体物理力学参数对岩质滑坡稳定性的影响[J].煤田地质与勘探,2008,36(1):37–40.(LIUHongshuai,YANG Junbo,BO Jingshan,et al.Influences of physicaland mechanical parameters of geomaterial on stability of rock landside[J].Coal Geology and Exploration,2008,36(1):37–40.(in Chinese))
[17]程圣国,方坤河,罗先启,等.三峡库区新生型滑坡滑带土抗剪强度确定概率方法[J].岩石力学与工程学报,2007,26(4):840–845.(CHENG Shengguo,FANG Kunhe,LUO Xianqi,et al.Probabilitymethod to determine shear strength of slide zone clay for neogeniclandslide in Three Gorges reservoir area[J].Chinese Journal of RockMechanics and Engineering,2007,26(4):840–845.(in Chinese))
[18]刘红帅,唐立强,薄景山,等.岩体弹黏塑性显式波动有限元分析[J].煤田地质与勘探,2009,37(1):38–42.(LIU Hongshuai,TANG Liqiang,BO Jingshan,et al.Elastic-viscoplastic analysis ofexplicit FEM for simulating wave motions in rock mass[J].CoalGeology and Exploration,2009,37(1):38–42.(in Chinese))
[19]廖振鹏.工程波动理论导论[M].2版.北京:科学出版社,2002:156–162.(LIAO Zhenpeng.Introduction of wave motion theories inengineering[M].2nd ed.Beijing:Science Press,2002:156–162.(inChinese))
[20]《工程地质手册》编委会.工程地质手册[M].4版.北京:中国建筑工业出版社,2007:165–170.(The Editorial Board of theHandbook of Engineering Geology.Handbook of engineeringgeology[M].4th ed.Beijing:China Architecture and Building Press,2007:165–170.(in Chinese))
[21]李雨润.液化土层中桩基横向动力响应研究[博士学位论文][D].哈尔滨:中国地震局工程力学研究所,2006.(LI Yurun.Study onlateral dynamic response of pile foundation in liquefiable soil[Ph.D.Thesis][D].Harbin:Institute of Engineering Mechanics,China EarthquakeAdministration,2006.(in Chinese))
[22]俞言祥,汪素云.中国东部和西部地区水平向基岩加速度反应谱衰减关系[J].震害防御技术,2006,1(3):206–217.(YU Yanxiang,WANG Suyun.Attenuation relations for horizontal peak groundacceleration and response spectra in eastern and western China[J].Technology for Earthquake Disaster Prevention,2006,1(3):206–217.(in Chinese))
[23]李远耀,殷坤龙,柴波,等.三峡库区滑动带土抗剪强度参数的统计规律研究[J].岩土力学,2008,29(5):1419–1424.(LIYuanyao,YIN Kunlong,CHAI Bo,et al.Study on statistical rule ofshear strength parameters of soil in landslide zone in Three GorgesReservoir area[J].Rock and Soil Mechanics,2008,29(5):1 419–1 424.(in Chinese))
[24]邵龙潭,李红军.土工结构稳定分析——有限元极限平衡法及其应用[M].北京:科学出版社,2011:69.(SHAO Longtan,LI Hongjun.Stability analysis of soil structure—FEM limit analysis and itsapplication[M].Beijing:Science Press,2011:69.(in Chinese))
[25]BRAY J,TRAVASAROU T.Pseudostatic coefficient for use insimplified seismic slope stability evaluation[J].Journal of Geotechnical andGeoenvironmental Engineering,2009,135(9):1 336–1 340.
[26]赵彪,陈洪凯.边坡地震稳定性完全动力分析法[J].重庆交通大学学报:自然科学版,2011,30(增1):580–583.(ZHAO Biao,CHEN Hongkai.Fully dynamic analysis method for seismic stabilityof slope[J].Journal of Chongqing Jiaotong University:NaturalScience,2011,30(Supp.1):580–583.(in Chinese))
[2]王根龙,张军慧,刘红帅.汶川地震北川县城地质灾害调查与初步分析[J].中国地质灾害与防治学报,2009,20(3):47–51.(WANG Genlong,ZHANG Junhui,LIU Hongshuai.Investigationand preliminary analysis of geologic disasters in Beichuan Countyinduced by Wenchuan earthquake[J].The Chinese Journal ofGeological Hazard and Control,2009,20(3):47–51.(in Chinese))
[3]黄润秋,唐川,李勇,等.汶川地震地质灾害研究[M].北京:科学出版社,2009:203–633.(HUANG Runqiu,TANG Chuan,LI Yong,et al.Geohazard assessment of the Wenchuan earthquake[M].Beijing:Science Press,2009:203–633.(in Chinese))
[4]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,2009:53–91.(XU Qiang,PEI Xiangjun,HUANGRunqiu,et al.Large-scale landslides induced by the Wenchuanearthquake[M].Beijing:Science Press,2009:53–91.(in Chinese))
[5]殷跃平,潘桂棠,刘宇平,等.汶川地震地质与滑坡灾害概论[M].北京:地质出版社,2009:60–129.(YIN Yueping,PAN Guitang,LIU Yuping,et al.Great Wenchuan earthquake:seismogeology andlandslide hazards[M].Beijing:Geological Publishing House,2009:60–129.(in Chinese))
[6]中华人民共和国国家标准编写组.GB50111—2006铁路工程抗震设计规范[S].北京:中国计划出版社,2009.(The NationalStandard Compilation Group of the People′s Republic of China.GB 50111—2006 Code for seismic design of railway engineering[S].Beijing:China Planning Press,2009.(in Chinese))
[7]黄润秋.汶川8.0级地震触发崩滑灾害机制及其地质力学模式[J].岩石力学与工程学报,2009,28(6):1239–1249.(HUANG Runqiu.Mechanism and geomechanical modes of landslide hazards triggeredby Wenchuan 8.0 earthquake[J].Chinese Journal of Rock Mechanicsand Engineering,2009,28(6):1 239–1 249.(in Chinese))
[8]LIN M L,WANG K L.Seismic slope behavior in a large-scale shakingtable model test[J].Engineering Geology,2006,86(2/3):118–133.
[9]郑颖人,赵尚毅,李安洪,等.有限元极限分析法及其在边坡中的应用[M].北京:人民交通出版社,2011:224.(ZHENGYingren,ZHAOShangyi,LI Anhong,et al.FEM limit analysis and its application toslope engineering[M].Beijing:China Communications Press,2011:224.(in Chinese))
[10]刘红帅.岩质边坡地震稳定性分析方法研究[博士学位论文][D].哈尔滨:中国地震局工程力学研究所,2006.(LIU Hongshuai.Study ofanalysis method of rock slope seismic stability[Ph.D.Thesis][D].Harbin:Institute of Engineering Mechanics,China Earthquake Administration,2006.(in Chinese))
[11]HACK R,ALKEMA D,KRUSE G,et al.Influence of earthquakes onthe stability of slopes[J].Engineering Geology,2007,91(1):4–15.
[12]刘红帅,唐立强,薄景山,等.确定岩质边坡地震安全系数的新方法[J].哈尔滨工程大学学报,2009,30(9):1007–1011.(LIUHongshuai,TANG Liqiang,BO Jingshan,et al.New method ofdetermining the seismic safety factor of a rock slope[J].Journal ofHarbin Engineering University,2009,30(9):1 007–1 011.(inChinese))
[13]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,YEHailin,HUANG Runqiu,et al.Study on the seismic stability analysisof a slope[J].Earthquake Engineering and Engineering Vibration,2010,30(2):173–180.(in Chinese))
[14]王伟,杨敏,刘德富.基于经济风险分析的边坡稳定性评价[J].同济大学学报:自然科学版,2004,32(12):1603–1607.(WANGWei,YANG Min,LIU Defu.Assessment of slope stability witheconomical risk analysis[J].Journal of Tongji University:NaturalScience,2004,32(12):1 603–1 607.(in Chinese))
[15]中华人民共和国国家标准编写组.GB50330—2002建筑边坡工程技术规范[S].北京:中国建筑工业出版社,2002.(The NationalStandards Compilation Group of People s Republic of China.GB50330—2002 Technical code for building slope engineering[S].Beijing:China Architecture and Building Press,2002.(in Chinese))
[16]刘红帅,杨俊波,薄景山,等.岩土体物理力学参数对岩质滑坡稳定性的影响[J].煤田地质与勘探,2008,36(1):37–40.(LIUHongshuai,YANG Junbo,BO Jingshan,et al.Influences of physicaland mechanical parameters of geomaterial on stability of rock landside[J].Coal Geology and Exploration,2008,36(1):37–40.(in Chinese))
[17]程圣国,方坤河,罗先启,等.三峡库区新生型滑坡滑带土抗剪强度确定概率方法[J].岩石力学与工程学报,2007,26(4):840–845.(CHENG Shengguo,FANG Kunhe,LUO Xianqi,et al.Probabilitymethod to determine shear strength of slide zone clay for neogeniclandslide in Three Gorges reservoir area[J].Chinese Journal of RockMechanics and Engineering,2007,26(4):840–845.(in Chinese))
[18]刘红帅,唐立强,薄景山,等.岩体弹黏塑性显式波动有限元分析[J].煤田地质与勘探,2009,37(1):38–42.(LIU Hongshuai,TANG Liqiang,BO Jingshan,et al.Elastic-viscoplastic analysis ofexplicit FEM for simulating wave motions in rock mass[J].CoalGeology and Exploration,2009,37(1):38–42.(in Chinese))
[19]廖振鹏.工程波动理论导论[M].2版.北京:科学出版社,2002:156–162.(LIAO Zhenpeng.Introduction of wave motion theories inengineering[M].2nd ed.Beijing:Science Press,2002:156–162.(inChinese))
[20]《工程地质手册》编委会.工程地质手册[M].4版.北京:中国建筑工业出版社,2007:165–170.(The Editorial Board of theHandbook of Engineering Geology.Handbook of engineeringgeology[M].4th ed.Beijing:China Architecture and Building Press,2007:165–170.(in Chinese))
[21]李雨润.液化土层中桩基横向动力响应研究[博士学位论文][D].哈尔滨:中国地震局工程力学研究所,2006.(LI Yurun.Study onlateral dynamic response of pile foundation in liquefiable soil[Ph.D.Thesis][D].Harbin:Institute of Engineering Mechanics,China EarthquakeAdministration,2006.(in Chinese))
[22]俞言祥,汪素云.中国东部和西部地区水平向基岩加速度反应谱衰减关系[J].震害防御技术,2006,1(3):206–217.(YU Yanxiang,WANG Suyun.Attenuation relations for horizontal peak groundacceleration and response spectra in eastern and western China[J].Technology for Earthquake Disaster Prevention,2006,1(3):206–217.(in Chinese))
[23]李远耀,殷坤龙,柴波,等.三峡库区滑动带土抗剪强度参数的统计规律研究[J].岩土力学,2008,29(5):1419–1424.(LIYuanyao,YIN Kunlong,CHAI Bo,et al.Study on statistical rule ofshear strength parameters of soil in landslide zone in Three GorgesReservoir area[J].Rock and Soil Mechanics,2008,29(5):1 419–1 424.(in Chinese))
[24]邵龙潭,李红军.土工结构稳定分析——有限元极限平衡法及其应用[M].北京:科学出版社,2011:69.(SHAO Longtan,LI Hongjun.Stability analysis of soil structure—FEM limit analysis and itsapplication[M].Beijing:Science Press,2011:69.(in Chinese))
[25]BRAY J,TRAVASAROU T.Pseudostatic coefficient for use insimplified seismic slope stability evaluation[J].Journal of Geotechnical andGeoenvironmental Engineering,2009,135(9):1 336–1 340.
[26]赵彪,陈洪凯.边坡地震稳定性完全动力分析法[J].重庆交通大学学报:自然科学版,2011,30(增1):580–583.(ZHAO Biao,CHEN Hongkai.Fully dynamic analysis method for seismic stabilityof slope[J].Journal of Chongqing Jiaotong University:NaturalScience,2011,30(Supp.1):580–583.(in Chinese))
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