基于场地位移变形要求的滑坡抗滑桩位置有限元模拟
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摘要
因工程地质条件的复杂性,在综合评价滑坡治理工程中所选抗滑桩桩位时,既要保证安全稳定,又要经济合理。以巴东雷家坪35kV变电站滑坡治理工程为例,采用有限元数值模拟方法研究了滑坡前缘和中部设置抗滑桩时滑体内部和变电站场地受力和变形情况。结果表明:抗滑桩设置在滑坡前缘时,滑体后部推力并未有效减小,但能够有效地控制滑体前缘尤其是变电站场地的水平位移,而滑体后部的水平位移削减量不大;抗滑桩设置在滑坡中部时,能够有效地抵挡滑体后部所产生的推力,并使得滑体中后部水平位移和应力应变得到有效控制,但不能有效地控制滑体前缘的水平位移;滑坡前缘相对中部设置抗滑桩能更好地控制滑体的垂直位移。由此得出:抗滑桩设置在滑坡中部能够有效地抵抗滑体后部所产生的推力,抗滑桩设置在滑坡前缘能够防止滑体前缘变电站场地发生过大的变形。
For the complexity of the geological conditions,when comprehensively evaluating the position of anti-slide pile in landslide control projects,it need ensure security and stability as well as economic rationality.Taking the landslide control project of the 35 kV substation of Badong Leijiaping as an example,this paper uses the finite element numerical simulation method to study the stress and deformation in the sliding body and the site of substation when anti-slide pile is arranged at the leading edge and the middle part of the landslide.The results show that when the anti-slide pile is arranged at the leading edge,the upper thrust of the sliding body does not decrease effectively,but it can well control the horizontal displacement near the free face of the front of sliding body and that of the substation site,while the horizontal displacement of the rear part of the sliding body decreases little;when the anti-slide pile is arranged at the middle part,it can effectively resist the upper thrust of the sliding body and makes the horizontal displacement and stress strain of the back part of the sliding body under effective control,but the horizontal displacement of the front part of the pile cannot be effectively controlled.At the same time,when the anti-sliding pile is arranged at the leading edge,it can control the vertical displacement of sliding body better than that arranged at the middle part.It can conclude that arranging the anti-slide pile at the middle of the landslide can effectively resist the upper thrust of the landslide,while,arranging anti-slide piles at the leading edge can prevent excessive deformation of the front of sliding body and the substation site.
For the complexity of the geological conditions,when comprehensively evaluating the position of anti-slide pile in landslide control projects,it need ensure security and stability as well as economic rationality.Taking the landslide control project of the 35 kV substation of Badong Leijiaping as an example,this paper uses the finite element numerical simulation method to study the stress and deformation in the sliding body and the site of substation when anti-slide pile is arranged at the leading edge and the middle part of the landslide.The results show that when the anti-slide pile is arranged at the leading edge,the upper thrust of the sliding body does not decrease effectively,but it can well control the horizontal displacement near the free face of the front of sliding body and that of the substation site,while the horizontal displacement of the rear part of the sliding body decreases little;when the anti-slide pile is arranged at the middle part,it can effectively resist the upper thrust of the sliding body and makes the horizontal displacement and stress strain of the back part of the sliding body under effective control,but the horizontal displacement of the front part of the pile cannot be effectively controlled.At the same time,when the anti-sliding pile is arranged at the leading edge,it can control the vertical displacement of sliding body better than that arranged at the middle part.It can conclude that arranging the anti-slide pile at the middle of the landslide can effectively resist the upper thrust of the landslide,while,arranging anti-slide piles at the leading edge can prevent excessive deformation of the front of sliding body and the substation site.
引文
[1]Ito T,Matsui T,Hong W P.Design method for stabilizing piles against landslide-one row of piles[J].Soils and Foundations,1981,21(1):21-37.
[2]Hassiotis S,Chameau J L,Gunaratne M.Design method for stabilization of slopes with piles[J].Journal of Geotechnical and Geo environmental Engineerint,1997,123(4):314-323.
[3]Lee C Y,Hull T S,Poulos H G.Simplified pile-slope stability analysis[J].Computers and Geotechnics,1995,17(1):1-16.
[4]Cai F,Ugai K.Numerical analysis of the stability of a slope reinforced with piles[J].Soils and Foundations,2000,40(1):73-84.
[5]吴明辉,盛建龙,张晶.抗滑桩位置对边坡稳定性影响程度的研究[J].化工矿物与加工,2017,46(3):35-37,42.
[6]雷文杰,郑颖人,冯夏庭.滑坡治理中抗滑桩桩位分析[J].岩土力学,2006(6):950-954.
[7]戴自航.抗滑桩滑坡推力和桩前滑体抗力分布规律的研究[J].岩石力学与工程学报,2002(4):517-521.
[8]杨光华,张有祥,张玉成,等.基于边坡变形场的抗滑桩最优加固位置探讨[J].岩土工程学报,2011,33(S1):8-13.
[9]宋英杰,陈文强,李长冬.抗滑桩加固后边坡稳定性评价与桩位优化研究进展[J].安全与环境工程,2016,23(5):43-49,54.
[10]焦世杰,苏爱军,何啸.弹性抗滑桩桩底支承条件对其内力和位移的影响分析[J].安全与环境工程,2018,25(1):39-44.
[11]马俊伟,唐辉明,胡新丽,等.抗滑桩加固斜坡坡面位移场特征及演化模型试验研究[J].岩石力学与工程学报,2014,33(4):679-690.
[12]刘庆涛,李长冬,谷飞宏,等.抗滑桩细观受力特征的数值模拟研究[J].安全与环境工程,2012,19(4):22-26.
[13]王国帅.中原镇集镇滑坡治理工程优化设计及抗滑桩数值模拟分析[D].西安:长安大学,2017.
[14]孙飞飞.基于桩顶位移分析的双排微型抗滑桩工作状态评判技术研究[D].长沙:中南大学,2013
[15]周元辅,邓建辉,崔玉龙,等.基于强度折减法的三维边坡失稳判据[J].岩土力学,2014,35(5):1430-1437.
[16]年廷凯,徐海洋,刘红帅.抗滑桩加固边坡三维数值分析中的几个问题[J].岩土力学,2012,33(8):2521-2526,2535.
[2]Hassiotis S,Chameau J L,Gunaratne M.Design method for stabilization of slopes with piles[J].Journal of Geotechnical and Geo environmental Engineerint,1997,123(4):314-323.
[3]Lee C Y,Hull T S,Poulos H G.Simplified pile-slope stability analysis[J].Computers and Geotechnics,1995,17(1):1-16.
[4]Cai F,Ugai K.Numerical analysis of the stability of a slope reinforced with piles[J].Soils and Foundations,2000,40(1):73-84.
[5]吴明辉,盛建龙,张晶.抗滑桩位置对边坡稳定性影响程度的研究[J].化工矿物与加工,2017,46(3):35-37,42.
[6]雷文杰,郑颖人,冯夏庭.滑坡治理中抗滑桩桩位分析[J].岩土力学,2006(6):950-954.
[7]戴自航.抗滑桩滑坡推力和桩前滑体抗力分布规律的研究[J].岩石力学与工程学报,2002(4):517-521.
[8]杨光华,张有祥,张玉成,等.基于边坡变形场的抗滑桩最优加固位置探讨[J].岩土工程学报,2011,33(S1):8-13.
[9]宋英杰,陈文强,李长冬.抗滑桩加固后边坡稳定性评价与桩位优化研究进展[J].安全与环境工程,2016,23(5):43-49,54.
[10]焦世杰,苏爱军,何啸.弹性抗滑桩桩底支承条件对其内力和位移的影响分析[J].安全与环境工程,2018,25(1):39-44.
[11]马俊伟,唐辉明,胡新丽,等.抗滑桩加固斜坡坡面位移场特征及演化模型试验研究[J].岩石力学与工程学报,2014,33(4):679-690.
[12]刘庆涛,李长冬,谷飞宏,等.抗滑桩细观受力特征的数值模拟研究[J].安全与环境工程,2012,19(4):22-26.
[13]王国帅.中原镇集镇滑坡治理工程优化设计及抗滑桩数值模拟分析[D].西安:长安大学,2017.
[14]孙飞飞.基于桩顶位移分析的双排微型抗滑桩工作状态评判技术研究[D].长沙:中南大学,2013
[15]周元辅,邓建辉,崔玉龙,等.基于强度折减法的三维边坡失稳判据[J].岩土力学,2014,35(5):1430-1437.
[16]年廷凯,徐海洋,刘红帅.抗滑桩加固边坡三维数值分析中的几个问题[J].岩土力学,2012,33(8):2521-2526,2535.