预留土支护基坑旋转破坏模式下的极限抗力上限解

张辉; 吴曙光; 杨凯丞

doi:10.11835/j.issn.2096-6717.2021.197

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预留土支护基坑旋转破坏模式下的极限抗力上限解

土木工程 | 更新时间：2023-09-19

- 预留土支护基坑旋转破坏模式下的极限抗力上限解
- Upper bound solution of ultimate resistance of berm-retained excavations under rotating failure mode
- 土木与环境工程学报 2023年45卷第5期页码：116-124
- 作者机构：
  
  重庆大学土木工程学院，重庆 400045
- 作者简介：
  
  张辉（1997- ），男，主要从事岩土工程研究，E-mail：13883690532@163.com。
  吴曙光（通信作者），男，副教授，E-mail：wushuguang@cqu.edu.cn。
- 基金信息：
  
  国家重点研发计划(2018YFC1505501)
- DOI：10.11835/j.issn.2096-6717.2021.197
  中图分类号： TU432
- 收稿：2021-06-13，
  
  纸质出版：2023-10-25
- 稿件说明：
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张辉, 吴曙光, 杨凯丞. 预留土支护基坑旋转破坏模式下的极限抗力上限解[J]. 土木与环境工程学报, 2023,45(5):116-124.

ZHANG Hui, WU Shuguang, YANG Kaicheng. Upper bound solution of ultimate resistance of berm-retained excavations under rotating failure mode[J]. Journal of Civil and Environmental Engineering, 2023, 45(5): 116-124.
张辉, 吴曙光, 杨凯丞. 预留土支护基坑旋转破坏模式下的极限抗力上限解[J]. 土木与环境工程学报, 2023,45(5):116-124. DOI： 10.11835/j.issn.2096-6717.2021.197.

ZHANG Hui, WU Shuguang, YANG Kaicheng. Upper bound solution of ultimate resistance of berm-retained excavations under rotating failure mode[J]. Journal of Civil and Environmental Engineering, 2023, 45(5): 116-124. DOI： 10.11835/j.issn.2096-6717.2021.197.

摘要

对于支撑式或锚拉式支挡结构，进行预留土辅助支护时需验算绕支点的抗倾覆稳定性，然而目前还未找到合理的计算方法。基于极限分析上限定理，提出预留土支护基坑的3种可能破坏模式，运用斜条分法对被动区土体进行离散，并构建相容速度场，分别推导3种破坏模式下基坑抗倾覆力矩的计算表达式，采用遗传算法编程，分析支挡结构与土体间摩擦系数、土体黏聚力及预留土几何参数等对破裂角及抗倾覆力矩的影响规律。结果表明：当墙背光滑且土体黏聚力为零时，利用朗肯被动土压力理论计算得到的抗倾覆力矩为一上限解；存在黏聚力时，朗肯被动土压力理论计算值偏于保守，存在摩擦系数时，库伦土压力理论计算的抗倾覆力矩偏大；与预留土宽度和坡度相比，预留土高度对抗倾覆力矩的影响更加显著。

Abstract

For strutted or anchored retaining structures

the anti-overturning stability around the fulcrum needs to be checked for the berm-retained excavations. However

a reasonable calculation method has not yet been found. Based on the upper limit theorem of limit analysis

three possible failure modes of the berm-retained excavations were proposed

the slice method with inclined interfaces was used to separate the passive soil area

and a compatible velocity field was constructed. The expressions for calculating the anti-overturning moment of foundation pit under three failure modes were derived respectively. Through the calculation example

the effects of friction coefficient between retaining structure and soil

soil cohesive force and the berm-retained geometric parameters on the rupture angle and anti-overturning moment were analyzed by using genetic algorithm. The results show that when the wall is smooth and the soil cohesion is zero

the anti-overturning moment calculated by Rankine's passive earth pressure theory is an upper bound solution. When cohesive force exists

the theoretical value of Rankine's passive earth pressure theory is conservative

when friction coefficient exists

the anti-overturning moment calculated by coulomb earth pressure theory is too large. In addition

the berm-retained height has a more significant influence on the anti-overturning moment than the berm-retained width and slope.

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references

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