几种常用边坡稳定性分析方法的比较
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摘要
基于仿真软件Geo-Slop,应用Morgenstern-Price法、Spencer法、Janbu法和Bishop法,分别对深圳外环高速公路某路堑边坡在天然状态和饱和状态下进行稳定性分析,计算得到最危险滑裂面以及相应的边坡安全系数。同时,根据现场调查,基于不平衡推力法分析出边坡最可能的滑裂面,并计算得到沿该滑裂面的安全稳定系数。通过数值分析和现场调查结果对比,得出以下结论:坡体在天然状态的安全系数大于1.0,接近1.2,边坡是稳定的,而在饱和状态下其安全系数小于1.0,坡体不稳定;数值计算分析得到的滑裂面位置与现场调查分析得出的滑裂面的位置一致,证明了结果的可靠性;最后,考虑到该地区雨水多发,坡体在饱和状态下安全系数小于1.0,建议及时对坡体进行支护,防止边坡失稳。
Four methods including Morgenstern-Price method, Spencer method, Bishop method and Janbu method have been introduced for an analysis of the stability of a cutting slope at Shenzhen outer-ring highway under natural condition and saturated state by using a simulation software Geo-Slope, thus working out the safety factors for the most dangerous slip surface as well as its corresponding slope. Meanwhile, based on the ?eld investigation and unbalanced thrust method, an analysis has been carried out, thus obtaining the stability factor for the most probable slip surface of slope. By comparing the results of numerical analysis and ?eld investigation, the following conclusions are drawn:The slope is stable when its body safety factor in a natural state is greater than 1.0, approaching 1.2, while the slope is unstable when the safety factor of the slope is less than 1.0 under saturated condition. The position of slip surface obtained by numerical calculation and analysis is consistent with that obtained by field investigation and analysis,thus verifying the reliability of the results. Consequently, with such factors as the frequent rainwater in this area and a subsequent slope safety factor under saturation condition less than 1.0, it is suggested to support the slope in time to prevent the slope from losing stability.
Four methods including Morgenstern-Price method, Spencer method, Bishop method and Janbu method have been introduced for an analysis of the stability of a cutting slope at Shenzhen outer-ring highway under natural condition and saturated state by using a simulation software Geo-Slope, thus working out the safety factors for the most dangerous slip surface as well as its corresponding slope. Meanwhile, based on the ?eld investigation and unbalanced thrust method, an analysis has been carried out, thus obtaining the stability factor for the most probable slip surface of slope. By comparing the results of numerical analysis and ?eld investigation, the following conclusions are drawn:The slope is stable when its body safety factor in a natural state is greater than 1.0, approaching 1.2, while the slope is unstable when the safety factor of the slope is less than 1.0 under saturated condition. The position of slip surface obtained by numerical calculation and analysis is consistent with that obtained by field investigation and analysis,thus verifying the reliability of the results. Consequently, with such factors as the frequent rainwater in this area and a subsequent slope safety factor under saturation condition less than 1.0, it is suggested to support the slope in time to prevent the slope from losing stability.
引文
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[8]朱大勇,李焯芬,黄茂松,等.对3种著名边坡稳定性计算方法的改进[J].岩石力学与工程学报,2005,24(2):183-194.ZHU Dayong,LI Zhuofen,HUANG Maosong,et al Modifications to Three Well-Known Methods of Slope Stability Analysis[J].Chinese Journal of Rock Mechanics and Engineering,2005,24(2):183-194.
[9]陈祖煜.土质边坡稳定分析:原理·方法·程序[M].北京:中国水利水电出版社,2003,80-81.CHEN Zuyu.Stability Analysis of Soil Slope:Principle·Method·Procedure[M].Beijing:China Water Conservancy and Hydropower Press,2003,80-81.
[10]BISHOP A W.The Use of the Slip Circle in the Stability Analysis of Slopes[J].GéOtechnique,1955,5(1):7-17
[2]钱家欢,殷宗泽.土工原理与计算[M].北京:中国水利水电出版社,1994:320-324.QIAN Jiahuan,YIN Zongze.Geotechnical Principle and Calculation[M].Beijing:China Water Power Press,1994:320-324.
[3]郑颖人,时卫民,杨明成.不平衡推力法与Sarma法的讨论[J].岩石力学与工程学报,2004,23(17):3030-3036.ZHENG Yingren,SHI Weimin,YANG Mingcheng Discussion on Imbalance Thrust Force Method and Sarma’s Method[J].Chinese Journal of Rock Mechanics and Engineering,2004,23(17):3030-3036.
[4]MORGENSTERN N R,PRICE V E.The Analysis of the Stability of General Slip Surfaces[J].Géotechnique,1965,15(1):79-93.
[5]SPENCER E.A Method of Analysis of the Stability of Embankments Assuming Parallel Inter-Slice Forces[J].Géotechnique,1967,17(1):11-26.
[6]曾锦标.边坡稳定性分析中Spencer法的适用性探讨[J].山西建筑,2008,34(11):114-115.ZENG Jinbiao.Spencer Method Adaptability Discussion in the Stability Analysis of Side Slope[J].Shanxi Architecture,2008,34(11):114-115.
[7]JANBU N.Application of Composite Slip Surfaces for Stability Analysis[J].Proceedings of European Conference on Stability of Earth Slopes,1954(3):43-49.
[8]朱大勇,李焯芬,黄茂松,等.对3种著名边坡稳定性计算方法的改进[J].岩石力学与工程学报,2005,24(2):183-194.ZHU Dayong,LI Zhuofen,HUANG Maosong,et al Modifications to Three Well-Known Methods of Slope Stability Analysis[J].Chinese Journal of Rock Mechanics and Engineering,2005,24(2):183-194.
[9]陈祖煜.土质边坡稳定分析:原理·方法·程序[M].北京:中国水利水电出版社,2003,80-81.CHEN Zuyu.Stability Analysis of Soil Slope:Principle·Method·Procedure[M].Beijing:China Water Conservancy and Hydropower Press,2003,80-81.
[10]BISHOP A W.The Use of the Slip Circle in the Stability Analysis of Slopes[J].GéOtechnique,1955,5(1):7-17