A stability analysis method of soil-rock slope based on random block stone model

LIU Shun-qing; HUANG Xian-wen; ZHOU Ai-zhao; CAI GUO-jun; JIANG Peng-ming

doi:10.16285/j.rsm.2018.1304

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A stability analysis method of soil-rock slope based on random block stone model

更新时间：2026-06-25

- A stability analysis method of soil-rock slope based on random block stone model
- Vol. 40, Issue S1, Pages: 350-358(2019)
- 作者机构：
  
  1. 江苏科技大学土木工程与建筑学院,江苏,镇江,212005
  2. 东南大学岩土工程研究所,江苏,南京,211189
- 作者简介：
- 基金信息：
- DOI：10.16285/j.rsm.2018.1304
  CLC： TU473
- Online First：16 August 2019，
  
  Published：2019
- 稿件说明：
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LIU Shun-qing, HUANG Xian-wen, ZHOU Ai-zhao, et al. A stability analysis method of soil-rock slope based on random block stone model[J]. 2019, 40(S1): 350-358.
DOI：

LIU Shun-qing, HUANG Xian-wen, ZHOU Ai-zhao, et al. A stability analysis method of soil-rock slope based on random block stone model[J]. 2019, 40(S1): 350-358. DOI： 10.16285/j.rsm.2018.1304.

摘要

为了准确地分析土石混合边坡的稳定性，克服传统有限元方法分析土石混合边坡的不足，提出一种考虑块石随机分布及含量的土石混合边坡稳定性分析方法。该方法根据土石混合边坡中的块石含量及级配，随机生成了含石率从10%～60%的土石混合体模型，每种含石率均考虑8种不同的块石分布位置，最后将生成的模型导入到OPTUM G2中建立土石混合边坡模型，采用有限元极限分析法对土石混合边坡的稳定性进行了分析，并将计算结果与采用两种等效强度参数模型所得的结果进行对比分析。研究结果表明，由于块石空间分布位置的不同，相同含石率下土石混合边坡的最大、最小下、上限安全系数变化较大；土石混合边坡坡体中的塑性区不再是圆弧型，而是呈现出“绕石”、“分流”和“包含”三种典型的扩展模式；采用两种等效强度参数模型与随机块石模型所得的边坡安全系数存在较大差异。研究成果可为土石混合边坡的设计及施工提供参考依据。

Abstract

In order to overcome the shortcomings by using the traditional finite element method

this paper presents a new method in the stability analysis of soil-rock slopes considering the random distribution and proportion of rock blocks. Based on the rock block proportion and gradation of soil-rock slope

the soil-rock mixture model is randomly generated for the rock block proportion in the range of 10% to 60%. Each rock block proportion model takes into account eight different block distribution locations. Finally

the generated model is imported into OPTUM G2 to establish the model of soil-rock slopes. The stability of soil-rock slopes is analyzed by finite element limit analysis method

and the calculated results are compared with those obtained by two kinds of equivalent strength parameter models. The results show that the maximum and minimum limits of safety factors of soil-rock slopes with the same rock block proportion vary greatly due to the difference in the spatial distribution of blocks. The plastic zone in the soil-rock slopes is no longer circular-shape

but shows three typical expansion modes of "around stones"

"distributary" and "inclusion". The safety factors of soil-rock slopes obtained by using two kinds of equivalent strength parameter model and random rock block model are quite different. The research results can provide reference for the design and construction of soil-rock slopes.

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