Computation of dynamic safety factor of rock slope stability based on unified strength theory

LIU Jian-jun1; LI Yue-ming1; CHE Ai-lan2

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Computation of dynamic safety factor of rock slope stability based on unified strength theory

更新时间：2026-06-25

- Computation of dynamic safety factor of rock slope stability based on unified strength theory
- Vol. 32, Issue S2, (2011)
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  CLC： TU457
- Online First：26 August 2011，
  
  Published：2011
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LIU Jian-jun1, LI Yue-ming1, CHE Ai-lan2. Computation of dynamic safety factor of rock slope stability based on unified strength theory[J]. 2011, 32(S2).
DOI：

LIU Jian-jun1, LI Yue-ming1, CHE Ai-lan2. Computation of dynamic safety factor of rock slope stability based on unified strength theory[J]. 2011, 32(S2). DOI：

摘要

岩质边坡稳定性分析中常用的Mohr-Coulomb、Drucker-Prager屈服准则，其未考虑中间主应力效应或拉压不等效应，较难反映三维复杂边坡空间应力状态。统一强度理论包含了一系列破坏准则，通过调整参数b可反映中间主应力或中间主切应力的影响程度。利用ABAQUS开发了基于统一强度理论材料子程序(UMAT)，首先以三维含结构面岩质边坡为例，采用强度折减法，分别计算为0、0.25、0.5、0.75 与 1 共5种考虑中间主应力不同程度情况下三维含结构面岩质边坡动安全系数曲线。计算结果表明：不同值情况下所得动安全系数数值不同，但曲线变化形状一样，最小安全系数均发生在相同时刻；另外，为更清晰地了解三维真实应力状态对安全系数的影响，从三维岩质边坡中抽取二维剖面进行了同样的计算。结果表明，在相同值情况下，三维模型计算所得安全系数较二维模型大；随着的增大，安全系数增大，说明不考虑中间主应力的二维计算结果低估了安全系数的大小，即三维真实应力状态下的边坡应具有更高的稳定性

Abstract

The Mohr-Coulomb and Drucker-Prager

yield criteria commonly used in slope stability analysis

which have not considered the intermediate principal stress effect or the differential effect of tension and compression

are difficultly to reflect the three dimensional stress state of rock slope. Unified strength theory contains a series of failure criteria; and the parameter b of this theory reflects the intermediate principal stress or the intermediate principal shear stress effect. This paper developed a user material subroutine (UMAT) based on unified strength theory using ABAQUS; taking a three-dimensional slope including discontinuities as a numerical example

and using strength reduction approach to calculate the dynamic safety factor curves for three-dimensional rock slope under five conditions (b = 0、0.25

0.5

0.75 and 1)with different intermediate principal stress extents. The results show that the safety factor varies with the b; but the curve shapes are similar; the smallest value occurs at same time. To understand the influence of intermediate principal stress on the safety factor clearly

a two-dimensional cross-section is extracted from the three-dimensional slope to carry out the calculation under same conditions. The results show that safety factor of three-dimensional model is larger than two-dimension’s under the same parameter b. The safety factor is increasing with b increases. The two-dimensional results underestimate the safety factor magnitude; and the reality stress state of three-dimensional rock slope should be of higher stability.

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Related Author

LIANG De-ming

LI Chang-dong

YONG Rui

WANG Jiao

HU Bin

LI Yuan

LI Zhen

QIAO Lan

Related Institution

Faculty of Engineering, China University of Geosciences

State Key Laboratory of High-Efficient Mining and Safety of Metal Mines of Ministry of Education, University of Science and Technology Beijing

Institute of Rock and Soil Mechanics, Chinese Academy of Sciences

Sui-Yue Expressway Construction Manayement Office of Province

College of Geology Engineering and Geomatics，Chang′an University, Xi′an

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