利用上限定理的二级边坡地震稳定性研究
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摘要
在地震力作用下,许多在正常情况下稳定的边坡发生破坏。二级边坡作为常见的边坡形式,在该类边坡的施工设计中,地震力稳定性分析是非常重要的工作。基于极限上限定理,对地震力作用下的二级边坡进行了稳定性分析,为二级边坡的稳定性分析及设计提供了理论基础。并通过参数分析,研究了其临界高度随坡脚与水平地震系数的关系。
Under earthquake force,some slope failures occur while the slope is stable under common condition.The slope with two-steps is often applied when construction and practical constraining,thus seismic stability analysis is an important job in design and construction.Based on upper bound theorem of limit analysis,the seismic stability of slope with two-steps is analyzed to provide a theoretical basis for studying the causes of instability and the reinforcement design.By parameter influence analysis,the variation of critical height with horizontal seismic coefficient and two slope angles is studied.
Under earthquake force,some slope failures occur while the slope is stable under common condition.The slope with two-steps is often applied when construction and practical constraining,thus seismic stability analysis is an important job in design and construction.Based on upper bound theorem of limit analysis,the seismic stability of slope with two-steps is analyzed to provide a theoretical basis for studying the causes of instability and the reinforcement design.By parameter influence analysis,the variation of critical height with horizontal seismic coefficient and two slope angles is studied.
引文
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[3]王根龙,伍法权,李巨文.折线型滑面边坡稳定系数计算的极限分析上限解[J].水文地质程地质,2007,34(1):62-65.
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[5]赵炼恒,李亮,杨峰,等.加筋土坡动态稳定性拟静力分析[J].岩石力学与工程学报,2009,29(9),1904-1917.
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[7]杨峰,阳军生,张学民,等.斜坡地基单侧滑移破坏模式及承载力上限解[J].工程力学,2010,27(6):162-168.
[8]陈惠发.极限分析与土体塑性[M].北京:人民交通出版社,1995.
[9]Yang Xiao-li,Li Liang and Yin Jian-Hua.Stability analysis ofrock slopes with a modified Hoek-Brown failure criterion[J].International Journal for Numerical and Analytical Methods inGeomechanics.2004,28(2):181-190.
[10]MICHALOWSKI R L.Soil reinforcement for seismic designof geotechnical structures[J].Computers and Geotechnics,1998,23(1):1-17.
[2]时卫民,叶晓民,郑颖人.阶梯形边坡的稳定性分析[J].岩石力学与工程学报,2002,21(5):698-701.
[3]王根龙,伍法权,李巨文.折线型滑面边坡稳定系数计算的极限分析上限解[J].水文地质程地质,2007,34(1):62-65.
[4]MICHALOWSKI R L.Soil reinforcement for seismic design ofgeotechnical structures[J].Computers and Geotechnics,1998,23(1):1-17.
[5]赵炼恒,李亮,杨峰,等.加筋土坡动态稳定性拟静力分析[J].岩石力学与工程学报,2009,29(9),1904-1917.
[6]朱大勇,邓建辉,台佳佳.简化Bishop法严格性的论证[J].岩石力学与工程报,2007,26(3):455-458.
[7]杨峰,阳军生,张学民,等.斜坡地基单侧滑移破坏模式及承载力上限解[J].工程力学,2010,27(6):162-168.
[8]陈惠发.极限分析与土体塑性[M].北京:人民交通出版社,1995.
[9]Yang Xiao-li,Li Liang and Yin Jian-Hua.Stability analysis ofrock slopes with a modified Hoek-Brown failure criterion[J].International Journal for Numerical and Analytical Methods inGeomechanics.2004,28(2):181-190.
[10]MICHALOWSKI R L.Soil reinforcement for seismic designof geotechnical structures[J].Computers and Geotechnics,1998,23(1):1-17.
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