均质边坡稳定性极限曲线法

›› 2014, Vol. 35 ›› Issue (S1): 156-164.

均质边坡稳定性极限曲线法

方宏伟¹，李长洪²，李波¹

1. 辽宁交通高等专科学校道桥系，沈阳 110122；2. 北京科技大学土木与环境工程学院，北京 100083

收稿日期:2013-07-06 出版日期:2014-06-10 发布日期:2014-06-20
作者简介:方宏伟，男，1980年生，博士，讲师，从事岩土工程的教学与研究工作。

Limit curve method of homogeneous slope stability

FANG Hong-wei¹, LI Chang-hong², LI Bo¹

1. Department of Road and Bridge, Liaoning College of Communication, Shenyang 110122, China; 2. School of Civil and Environmental Engineering, University of Science and Technology Beijing, Beijing 100083, China

Received:2013-07-06 Online:2014-06-10 Published:2014-06-20

摘要/Abstract

摘要： 基于滑移线场理论，按边坡坡面变形量评价其稳定性，提出均质边坡极限曲线法。该法是求有重边坡极限荷载的逆过程，也是强度折减法的对偶过程。以特征线法差分方程组（SCM）和试验方程近似公式（CCM）求得的极限坡面曲线与坡面线相交为变形破坏准则，定义了安全度（DOS）和破坏度（DOF）2个评价指标。该方法不必假设和搜索临界滑动面。经典考题和典型算例的验算表明，随着节点的增加SCM法计算精度增加，边界步长不变时，3次样条插值求得的变形破坏准则判断值不变，说明SCM算法稳定。典型算例的计算数据和图例表明，边坡角变大时边坡稳定性降低，极限坡面曲线与坡面由无交点变为有交点，证明了变形破坏准则的正确性。由2个例题计算结果对比可知，安全系数较大时，SCM法、CCM法计算结果与其具有可比性，相对于原边界条件增加了外荷载；安全系数变小时，SCM法、CCM法偏于保守。34个样本计算正确率为安全系数法67.7%，应力状态法73.5%，CCM法79.4%，SCM法70.6%，表明SCM法和CCM法正确率较高，计算结果可靠，SCM法、CCM法因素敏感性分析结论与安全系数法完全一致。在露天矿边坡稳定性和最终边坡角的分析与计算中，SCM法、CCM法结论与原报告相同，当参数变小时CCM法更有利于实践，具有一定的工程应用价值。

关键词: 极限曲线法, 变形破坏准则, 安全度, 破坏度

Abstract: Based on the theory of slip line field, this paper proposes a limit curve method of slope stability according to the deformation situation; the method is the inverse process for computing a heavy slope ultimate load and the dual process of strength reduction method. Defines two evaluation indexes: the degree of safety(DOS) and the degree of failure(DOF) according to the deformation failure criterion of the limit stable slope curve and the slope surface intersection computed by characteristic line difference method(SCM) and the slope limit experimental approximate formula(CCM). The method does not require assuming and searching critical slip surface. Classic examples and typical examples show that with the increase of nodes, the accuracy of SCM increases; when boundary step is constant, the judgment value obtained by three spline interpolation are unchanged, which proves the stability of SCM. Typical examples show that the larger the slope angle becomes, the lower the slope stability is; limit slope curve and slope is from without intersection to intersection, which proves that the correctness of the deformation failure criterion. Comparing the results from the two examples show that the safety factor is large and SCM, CCM results are comparable; this paper increases external load relative to the original boundary conditions; so the safety factor becomes smaller; SCM, CCM is conservative. To calculate the correct rate, this paper uses 34 samples: safety factor method is 67.7%, the stress state method is 73.5%, CCM is 79.4% and SCM is 70.6%, which indicates that SCM, CCM correct rate is higher. The conclusions of SCM, CCM factor sensitivity analysis and safety coefficient method are completely consistent. By analyzing and computing the slope stability and the ultimate slope angle of open pit mining, the report about SCM, CCM is the same as the original; when the parameter variable is smaller, CCM is more conducive to practice, which indicates that the method has a certain value in engineering applications.

Key words: limit curve method, deformation failure criterion, degree of safety, degree of failure

中图分类号:

O 241.2

方宏伟，李长洪，李波，. 均质边坡稳定性极限曲线法[J]. , 2014, 35(S1): 156-164.

FANG Hong-wei, LI Chang-hong, LI Bo，. Limit curve method of homogeneous slope stability[J]. , 2014, 35(S1): 156-164.

参考文献

Metrics

Viewed

Full text

Abstract

Cited

Shared

Discussed

[1]	姜谙男, 张权, 吴洪涛, 段龙梅, 焦明伟, 白涛, . 基于改进局部安全度的爆破作用边坡稳定性分析[J]. 岩土力学, 2019, 40(S1): 511-518.
[2]	程恒，傅志浩，张国新，杨波，江晨芳,. 五嘎冲拱坝坝肩加固效果分析及整体安全度评价[J]. , 2017, 38(S1): 374-380.
[3]	江权，冯夏庭，揭秉辉，曾雄辉. 地下多洞室结构的中隔墙安全度区间计算方法[J]. , 2010, 31(6): 1847-1852.
[4]	苏培芳，汪卫明，何吉，陈胜宏. 碾压混凝土重力坝全程综合仿真分析与安全评估[J]. , 2009, 30(6): 1769-1774.
[5]	林鹏，王仁坤，周雅能，周维垣. 特高拱坝建基面浅层卸荷机制与稳定分析[J]. , 2008, 29(S1): 8-14.
[6]	段庆伟，耿克勤，吴永平，贾志欣. 小湾拱坝变形承载力及整体安全度评价与分析[J]. , 2008, 29(S1): 15-20.
[7]	常晓林，杨海云，周伟，徐建强 . 重力坝沿建基面失稳破坏的真实安全度研究[J]. , 2008, 29(9): 2365-2372.
[8]	王汉鹏，李术才，张强勇. 分岔隧道模型试验与数值模拟超载安全度研究[J]. , 2008, 29(9): 2521-2526.
[9]	周伟，常晓林. 高混凝土重力坝复杂坝基稳定安全度及极限承载能力研究[J]. , 2006, 27(S1): 161-166.