改进的重力加载法在土质边坡中的应用
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摘要
为改善传统重力加载法求得的稳定性系数偏大的不足,以江西九江某天然土质边坡为研究对象,通过加载土体的重力加速度来降低边坡稳定性,采用FLAC3D软件确定边坡的极限平衡状态,将此状态下边坡的下滑力与加载过程中增大的摩擦力之差作为抗滑力,并将其与自然状态下的下滑力之比定义为边坡的稳定性系数,提出了改进的重力加载法,并与传统重力加载法和简化Bishop法进行对比分析,验证其可行性。结果表明:改进的重力加载法考虑了重力加速度加载过程中摩擦力的增大,得出边坡的稳定性系数为1.22,比传统的重力加载法减小了11.5%,与简化Bishop法十分接近,能够用于边坡稳定性分析。
In order to overcome the shortcoming that the coefficient of stability obtained by traditional gravity loading method is usually larger,a natural soil slope in Jiujiang,Jiangxi Province was taken as the research object.The stability of the slope was reduced by the accelerating of gravity of the loaded soil,and FLAC3 Dwas used to determine the limit equilibrium state of the slope.The anti-sliding force was regarded as the difference between the sliding force in the limit equilibrium state and the increasing friction force during the loading process.The stability factor of slope was defined as the ratio of the antisliding force to sliding force in natural condition.The improved gravity loading method was presented,and its feasibility was verified based on the comparison with the traditional gravity loading method and simplified Bishop method.The results show that the improved gravity loading method considers the increase of friction force during the loading process of gravity,and the coefficient of stability of the slope is 1.22.Compared with the traditional gravity loading method,the stability coefficient is reduced by11.5%,which is very close to the simplified Bishop method.The improved gravity loading method can be used for slope stability analysis.
In order to overcome the shortcoming that the coefficient of stability obtained by traditional gravity loading method is usually larger,a natural soil slope in Jiujiang,Jiangxi Province was taken as the research object.The stability of the slope was reduced by the accelerating of gravity of the loaded soil,and FLAC3 Dwas used to determine the limit equilibrium state of the slope.The anti-sliding force was regarded as the difference between the sliding force in the limit equilibrium state and the increasing friction force during the loading process.The stability factor of slope was defined as the ratio of the antisliding force to sliding force in natural condition.The improved gravity loading method was presented,and its feasibility was verified based on the comparison with the traditional gravity loading method and simplified Bishop method.The results show that the improved gravity loading method considers the increase of friction force during the loading process of gravity,and the coefficient of stability of the slope is 1.22.Compared with the traditional gravity loading method,the stability coefficient is reduced by11.5%,which is very close to the simplified Bishop method.The improved gravity loading method can be used for slope stability analysis.
引文
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[2]卢坤林,朱大勇,扬扬.边坡失稳过程模型试验研究[J].岩土力学,2012,33(3):778-782.
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[4]高玉峰,王迪,张飞.三维土质边坡稳定性分析方法研究现状与展望[J].河南大学学报,2015,43(5):456-461.
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[12]褚铅波.基于FLAC3D的土质边坡稳定性及其抗滑桩加固研究[D].杭州:浙江大学,2013.
[13]毕港,伟建飞,牛红梅.基于FLAC3D的土体回弹变形的实现[J].中国水运,2016,16(7):305-308.
[14]胡辉,姚磊华,董梅.瑞典圆弧法和毕肖普法评价边坡稳定性的比较[J].路基工程,2007(6):110-112.
[15]张常亮.边坡稳定性三维极限平衡法研究[D].西安:长安大学,2008.
[16]陈小波,刘兴武,曹前,等.基于FLAC3D有限差分法的路堑高边坡支护模型比较分析[J].公路工程,2014,39(1):187-192.
[17]周世良,王义山,魏建锋.基于有限差分法的边坡稳定影响因素分析[J].重庆交通大学学报,2010,29(5):737-740.
[18]陈力华,靳晓光.有限元强度折减法中边坡三种失效判据的适用性研究[J].土木工程学报,2012,45(9):136-146.
[19]杨辉.边坡稳定性分析的有限元极限平衡法原理及程序实现[D].北京:北京交通大学,2014.
[20]陈泽新,唐辉明,杨有成.基于FLAC3D强度折减法滑坡三维稳定性研究[J].水文工程地质,2008(2):24-28.
[2]卢坤林,朱大勇,扬扬.边坡失稳过程模型试验研究[J].岩土力学,2012,33(3):778-782.
[3]祝况兵.边坡稳定性分析与评价[D].昆明:昆明理工大学,2005.
[4]高玉峰,王迪,张飞.三维土质边坡稳定性分析方法研究现状与展望[J].河南大学学报,2015,43(5):456-461.
[5]张伟.离散元法在高边坡稳定性中的应用研究[D].重庆:重庆交通大学,2015.
[6]肖武.基于强度折减法和容重增加法的边坡稳定性分析及工程研究[D].南京:河海大学,2005.
[7] SWAN C C,SEO Y K.Limit State Analysis of Earthen Slopes Using Dual Continuum/FEM Approaches[J].International Journal of Numerical Analysis Method in Geotechnical,1999,23:1359-1371.
[8]康亚明,杨明成,胡艳香.重度增加法在某公路边坡稳定性分析中的应用[J].中国地质灾害与防治学报,2006,17(3):154-157.
[9]徐卫亚,肖武.基于强度折减和重度增加的边坡破坏判据研究[J].岩土力学,2007,28(3):505-511.
[10]张文卫,赵蒙生.重度增加法在边坡稳定性分析上的应用[J].西部矿探工程,2009(5):1-3.
[11]陈飞,王家成,别小平.基于容重增加法的FLAC3D软件在求解边坡稳定性系数中的应用[J].黑龙江水专学报,2010,37(1):81-83.
[12]褚铅波.基于FLAC3D的土质边坡稳定性及其抗滑桩加固研究[D].杭州:浙江大学,2013.
[13]毕港,伟建飞,牛红梅.基于FLAC3D的土体回弹变形的实现[J].中国水运,2016,16(7):305-308.
[14]胡辉,姚磊华,董梅.瑞典圆弧法和毕肖普法评价边坡稳定性的比较[J].路基工程,2007(6):110-112.
[15]张常亮.边坡稳定性三维极限平衡法研究[D].西安:长安大学,2008.
[16]陈小波,刘兴武,曹前,等.基于FLAC3D有限差分法的路堑高边坡支护模型比较分析[J].公路工程,2014,39(1):187-192.
[17]周世良,王义山,魏建锋.基于有限差分法的边坡稳定影响因素分析[J].重庆交通大学学报,2010,29(5):737-740.
[18]陈力华,靳晓光.有限元强度折减法中边坡三种失效判据的适用性研究[J].土木工程学报,2012,45(9):136-146.
[19]杨辉.边坡稳定性分析的有限元极限平衡法原理及程序实现[D].北京:北京交通大学,2014.
[20]陈泽新,唐辉明,杨有成.基于FLAC3D强度折减法滑坡三维稳定性研究[J].水文工程地质,2008(2):24-28.