三维边坡地震永久位移初探
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摘要
将著名的Newmark有限滑动位移法拓展到三维空间,提出了三维边坡地震永久位移的分析方法。针对潜在滑体,运用三维极限平衡理论确定屈服加速度,借助数值方法获得平均地震加速度,进而依据Newmark的建议计算永久位移量。实例分析表明,该方法计算结果合理;与三维方法相比,二维分析得到的屈服加速度与平均加速度均偏低,永久位移量偏大;偏差量随着滑体长度的增大逐渐减小。
An approach for evaluating the seismic permanent displacement of 3D slope is presented,which extends the famous Newmark's method to three dimensions.For a certain potential sliding mass,its yield acceleration and average seismic acceleration-time history are obtained from the 3D limit equilibrium theory and numerical analysis,relatively.Then,the seismic permanent displacement is estimated by integrating twice with respect to time over the parts of an average acceleration-time history that exceed the yield acceleration.A case study indicates that the presented method is reasonable.However,by using the traditional 2D method,the yield acceleration and peak of average acceleration are lower and seismic permanent displacement is higher;and the error decreases gradually with the increase of the length of sliding mass.
An approach for evaluating the seismic permanent displacement of 3D slope is presented,which extends the famous Newmark's method to three dimensions.For a certain potential sliding mass,its yield acceleration and average seismic acceleration-time history are obtained from the 3D limit equilibrium theory and numerical analysis,relatively.Then,the seismic permanent displacement is estimated by integrating twice with respect to time over the parts of an average acceleration-time history that exceed the yield acceleration.A case study indicates that the presented method is reasonable.However,by using the traditional 2D method,the yield acceleration and peak of average acceleration are lower and seismic permanent displacement is higher;and the error decreases gradually with the increase of the length of sliding mass.
引文
[1]NEWMARK N M.Effects of earthquakes on dams and embankments[J].Geotechnique,1965,15(2):139-160.
[2]SARAMA S K.Seismic stability of earth dams and embankments[J].Geotechnique,1975,25(4):743-761.
[3]WARTMAN J,BRAY J D,SEED R B.Inclined plane studies of the Newmark sliding block procedure[J].Journal of Geotechnical and Geoenvironmental Engineering,ASCE,2003,129(8):673-684.
[4]KRAMER S L,SMITH M W.Modified Newmark model for seismic displacements of compliant slopes[J].Journal of Geotechnical and Geoenvironmental Engineering,ASCE,1997,123(7):635-644.
[5]祁生文.考虑结构面退化的岩质边坡地震永久位移研究[J].岩土工程学报,2007,29(3):452-457.QI Sheng-wen.Evaluation of the permanent displacement of rock mass slope considering deterioration of slide surface during earthquake[J].Chinese Journal of Geotechnical Engineering,2007,29(3):452-457.
[6]李红军,迟世春,钟红,等.考虑时程竖向加速度的Newmark滑块位移法[J].岩土力学,2007,28(11):2385-2390.LI Hong-jun,CHI Shi-chun,ZHONG Hong,et al.An improved Newmark sliding block method based on stick-slip coupled dynamic response[J].Rock and Soil Mechanics,2007,28(11):2385-2390.
[7]SEED H B.Considerations in the earthquake resistant design of earth and rockfill dams[J].Geotechnique,1979,29(3):215-263.
[8]AL-HOMOUD A S,TAHTAMONI W W.Saretl:An expert system for probabilistic displacement-based dynamic 3-D slope stability analysis and remediation of earthquake triggered landslides[J].Environmental Geology,2000,39(8):849-874.
[9]王思敬,薛守义.岩体边坡楔形体动力学分析[J].地质科学,1992,27(2):177-182.WANG Si-jing,XUE Shou-yi.Dynamic analysis on wedge failure of rock mass slope[J].Sicence Geologica Sinica,1992,27(2):177-182.
[10]朱大勇,丁秀丽,邓建辉.基于力平衡的三维边坡安全系数显式解及工程应用[J].岩土力学,2008,29(8):2011-2015.ZHU Da-yong,DING Xiu-li,DENG Jian-hui.Explicit solution to 3D safety factor of slope based on force equilibrium and its application to engineering[J].Rock and Soil Mechanics,2008,29(8):2011-2015.
[11]PRADEL D,SMITH P M,STEWART J P,et al.Case history of landslide movement during the Northridge Earthquake[J].Journal of Geotechnical and Geo-environmental Engineering,ASCE,2005,131(11):1360-1369.
[2]SARAMA S K.Seismic stability of earth dams and embankments[J].Geotechnique,1975,25(4):743-761.
[3]WARTMAN J,BRAY J D,SEED R B.Inclined plane studies of the Newmark sliding block procedure[J].Journal of Geotechnical and Geoenvironmental Engineering,ASCE,2003,129(8):673-684.
[4]KRAMER S L,SMITH M W.Modified Newmark model for seismic displacements of compliant slopes[J].Journal of Geotechnical and Geoenvironmental Engineering,ASCE,1997,123(7):635-644.
[5]祁生文.考虑结构面退化的岩质边坡地震永久位移研究[J].岩土工程学报,2007,29(3):452-457.QI Sheng-wen.Evaluation of the permanent displacement of rock mass slope considering deterioration of slide surface during earthquake[J].Chinese Journal of Geotechnical Engineering,2007,29(3):452-457.
[6]李红军,迟世春,钟红,等.考虑时程竖向加速度的Newmark滑块位移法[J].岩土力学,2007,28(11):2385-2390.LI Hong-jun,CHI Shi-chun,ZHONG Hong,et al.An improved Newmark sliding block method based on stick-slip coupled dynamic response[J].Rock and Soil Mechanics,2007,28(11):2385-2390.
[7]SEED H B.Considerations in the earthquake resistant design of earth and rockfill dams[J].Geotechnique,1979,29(3):215-263.
[8]AL-HOMOUD A S,TAHTAMONI W W.Saretl:An expert system for probabilistic displacement-based dynamic 3-D slope stability analysis and remediation of earthquake triggered landslides[J].Environmental Geology,2000,39(8):849-874.
[9]王思敬,薛守义.岩体边坡楔形体动力学分析[J].地质科学,1992,27(2):177-182.WANG Si-jing,XUE Shou-yi.Dynamic analysis on wedge failure of rock mass slope[J].Sicence Geologica Sinica,1992,27(2):177-182.
[10]朱大勇,丁秀丽,邓建辉.基于力平衡的三维边坡安全系数显式解及工程应用[J].岩土力学,2008,29(8):2011-2015.ZHU Da-yong,DING Xiu-li,DENG Jian-hui.Explicit solution to 3D safety factor of slope based on force equilibrium and its application to engineering[J].Rock and Soil Mechanics,2008,29(8):2011-2015.
[11]PRADEL D,SMITH P M,STEWART J P,et al.Case history of landslide movement during the Northridge Earthquake[J].Journal of Geotechnical and Geo-environmental Engineering,ASCE,2005,131(11):1360-1369.
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