缅甸某边坡地震作用下安全性分析
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摘要
缅甸仰光某吹填边坡下存在可液化土(粉土和粉质粘土),在8级地震作用下边坡存在安全性问题.针对这一问题,采用NECCER法对地基土进行液化评估,采用Tokimatsu&Seed计算沉降量,运用拟静力法分析边坡在地震情况下的稳定性,并提出相应建议.
There is liquefiable soil( Silt and Silty clay) under the slope by hydraulic filling in Yangon,Myanmar. Magnitude 8 earthquake can cause safety problem. In order to solve this problem,NECCER method is used for evaluation of liquefaction potential; Tokimatsu & Seed method is used for evaluation of earthquake-induced settlement; Pseudo-static method is used for evaluation of slope stability under seismic load,and some relevant suggestions are put forward.
There is liquefiable soil( Silt and Silty clay) under the slope by hydraulic filling in Yangon,Myanmar. Magnitude 8 earthquake can cause safety problem. In order to solve this problem,NECCER method is used for evaluation of liquefaction potential; Tokimatsu & Seed method is used for evaluation of earthquake-induced settlement; Pseudo-static method is used for evaluation of slope stability under seismic load,and some relevant suggestions are put forward.
引文
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[2]侯龙清,徐红梅,曹振中,等.汶川地震液化土层类型验证及土性分析[J].岩土力学,2011,32(4):1119-1124.HOU L Q,XU H M,CAO Z Z,et al.Characteristic analysis of liquefied soil in Wenchuan earthquake Rock and Soil Mechanics[J].Chin J Rock Soil Mech,2011,32(4):1119-1124.
[3]Eurocode 8:Design provisions for earthquake resistance of structures[S].
[4]YOUD T L,IDRISSI M.Proceedings of the NCEER workshop on evaluation of liquefaction resistance of soils[R].Buffalo,NY:National Center for Earthquake Engineering Research,1997.
[5]周景星.基础工程[M].2版.北京:清华大学出版社,2007.ZHOU J X.Foundation engineering[M].2nd ed.Beijing:Tsinghua University Press,2007.
[6]辛鸿博,周锡元.关于软弱粉质粘土地震液化或震陷的判别标准[J].世界地震工程,2011,27(1):153-156.XIN H B,ZHOU X Y.On liquefaction criteria of low plasticity fine soils[J].Chin J World Earthq Engin,2011,27(1):153-156.
[7]TOKIMATSU K,SEED H B.Evaluation of settlements in sands due to earthquake shaking[J].J Geotech Engin,1987,113(8):861-878.
[8]谢定义.土动力学[M].西安:西安交通大学出版社,1988.XIE D Y.Soil dynamics[M].Xian:Xi'an Jiaotong University Press,1988.
[9]BISHOP A W.The use of the slip circle in the stability analysis of slopes[J].Geotechnique,1955,5(1):7-17.
[10]JANBU N.Slope stability computations embankment dam engineering[M].New York:John Wiley and Sons,1973.
[2]侯龙清,徐红梅,曹振中,等.汶川地震液化土层类型验证及土性分析[J].岩土力学,2011,32(4):1119-1124.HOU L Q,XU H M,CAO Z Z,et al.Characteristic analysis of liquefied soil in Wenchuan earthquake Rock and Soil Mechanics[J].Chin J Rock Soil Mech,2011,32(4):1119-1124.
[3]Eurocode 8:Design provisions for earthquake resistance of structures[S].
[4]YOUD T L,IDRISSI M.Proceedings of the NCEER workshop on evaluation of liquefaction resistance of soils[R].Buffalo,NY:National Center for Earthquake Engineering Research,1997.
[5]周景星.基础工程[M].2版.北京:清华大学出版社,2007.ZHOU J X.Foundation engineering[M].2nd ed.Beijing:Tsinghua University Press,2007.
[6]辛鸿博,周锡元.关于软弱粉质粘土地震液化或震陷的判别标准[J].世界地震工程,2011,27(1):153-156.XIN H B,ZHOU X Y.On liquefaction criteria of low plasticity fine soils[J].Chin J World Earthq Engin,2011,27(1):153-156.
[7]TOKIMATSU K,SEED H B.Evaluation of settlements in sands due to earthquake shaking[J].J Geotech Engin,1987,113(8):861-878.
[8]谢定义.土动力学[M].西安:西安交通大学出版社,1988.XIE D Y.Soil dynamics[M].Xian:Xi'an Jiaotong University Press,1988.
[9]BISHOP A W.The use of the slip circle in the stability analysis of slopes[J].Geotechnique,1955,5(1):7-17.
[10]JANBU N.Slope stability computations embankment dam engineering[M].New York:John Wiley and Sons,1973.
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