基于统一强度理论的岩质边坡稳定动安全系数计算

›› 2011, Vol. 32 ›› Issue (S2): 666-672.

基于统一强度理论的岩质边坡稳定动安全系数计算

刘建军1，李跃明1，车爱兰2

1. 西安交通大学强度与振动教育部重点实验室，西安 710049； 2. 上海交通大学船舶海洋与建筑工程学院，上海 200240

收稿日期:2011-04-21 出版日期:2011-08-10 发布日期:2011-08-26
通讯作者: 李跃明，男，1961年生，教授，博士生导师，主要从事结构动力学响应、材料强度理论方面的研究工作。E-mail: liyueming@mail.xjtu.edu.cn
作者简介:刘建军，男，1984年生，硕士研究生，主要从事岩土边坡稳定性方面的研究工作
基金资助:
国家自然科学基金项目（No. 11072187）

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

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

1. MOE Key Laboratory for Strength and Vibration, Xi’an Jiaotong University, Xi’an 710049, China; 2. School of Naval Architectural, Ocean and Civil Engineering, Shanghai Jiaotong University, Shanghai 200240, China

Received:2011-04-21 Online:2011-08-10 Published:2011-08-26

摘要/Abstract

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

关键词: 统一强度理论, 岩质边坡, 动安全系数, 强度折减, 地震载荷

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.

Key words: unified strength theory, rock slope, dynamic safety factor, strength reduction, seismic load

中图分类号:

TU 457

刘建军1，李跃明1，车爱兰2. 基于统一强度理论的岩质边坡稳定动安全系数计算[J]. , 2011, 32(S2): 666-672.

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): 666-672.

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