抗滑桩位置对边坡稳定性影响的三维有限元研究
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摘要
使用有限元软件ABAQUS模拟边坡破坏情况。通过调整抗滑桩的位置研究桩位置对边坡稳定性的影响,选用强度折减理论,在软件中输入相关参数,求出强度折减系数,此系数即为土体的安全系数,根据安全系数的大小判定边坡土体的安全性。研究表明,不同位置的抗滑桩对边坡稳定性影响较大,观察不同位置桩得出的安全系数发现,距离坡顶3m左右安全系数最大,坡顶次之,在离桩底1/3处,安全系数最小。
The finite element software ABAQUS was used to simulate slope damage.By adjusting the position of anti-slide pile,its influence on the slope stability was studied.Through selecting strength reduction theory for calculation,the related parameters were imputed to the software to obtain the strength reduction factor that was the safety factor of soil.According to the safety factor,the safety of slope soil was determined.The results showed that different positions of anti-slide pile had a great influence on the slope stability.Though analyzing the safety factors of anti-slide pile in different positions,it was found that the safety factor in the position from the top of slope of 3m was the largest,the second was on the top of slope,and the least was in the position from the bottom of pile of 1/3.
The finite element software ABAQUS was used to simulate slope damage.By adjusting the position of anti-slide pile,its influence on the slope stability was studied.Through selecting strength reduction theory for calculation,the related parameters were imputed to the software to obtain the strength reduction factor that was the safety factor of soil.According to the safety factor,the safety of slope soil was determined.The results showed that different positions of anti-slide pile had a great influence on the slope stability.Though analyzing the safety factors of anti-slide pile in different positions,it was found that the safety factor in the position from the top of slope of 3m was the largest,the second was on the top of slope,and the least was in the position from the bottom of pile of 1/3.
引文
[1]尧红.基于有限元强度折减法对岩质边坡稳定性的研究[D].唐山:河北工程大学,2012.
[2]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(08):2521-2526,2535.
[3]戴自航,徐祥.边坡抗滑桩设计计算的三维有限元法[J].岩石力学与工程学报,2012(12):2572-2578.
[4]梁冠亭,陈昌富,朱剑锋,等.,基于M-P法的抗滑桩支护边坡稳定性分析[J].岩土力学,2015(02):451-456,469.
[5]刘永莉,孙红月.抗滑桩变形监测及位移确定研究[J].岩石力学与工程学报,2013(10):2147-2153.
[6]雷国平,唐辉明,李长冬,等.抗滑桩嵌固段设计修正方法研究[J].岩石力学与工程学报,2013(03):605-614.
[7]刘新荣,梁宁慧,黄金国,等.抗滑桩在边坡工程中的研究进展及应用[J].中国地质灾害与防治学报,2006(01):56-62.
[8]杨光华,钟志辉,张玉成,等.用局部强度折减法进行边坡稳定性分析[J].岩土力学,2010(S2):53-58.
[2]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(08):2521-2526,2535.
[3]戴自航,徐祥.边坡抗滑桩设计计算的三维有限元法[J].岩石力学与工程学报,2012(12):2572-2578.
[4]梁冠亭,陈昌富,朱剑锋,等.,基于M-P法的抗滑桩支护边坡稳定性分析[J].岩土力学,2015(02):451-456,469.
[5]刘永莉,孙红月.抗滑桩变形监测及位移确定研究[J].岩石力学与工程学报,2013(10):2147-2153.
[6]雷国平,唐辉明,李长冬,等.抗滑桩嵌固段设计修正方法研究[J].岩石力学与工程学报,2013(03):605-614.
[7]刘新荣,梁宁慧,黄金国,等.抗滑桩在边坡工程中的研究进展及应用[J].中国地质灾害与防治学报,2006(01):56-62.
[8]杨光华,钟志辉,张玉成,等.用局部强度折减法进行边坡稳定性分析[J].岩土力学,2010(S2):53-58.