| 地震条件下悬臂式挡墙主动土压力的极限分析方法 |
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| 引用本文： | 李志浩,肖世国.地震条件下悬臂式挡墙主动土压力的极限分析方法[J].中国地质灾害与防治学报,2020,31(5):79-87. |
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| 作者姓名： | 李志浩 肖世国 |
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| 作者单位： | 1. 西南交通大学地质工程系, 四川 成都 610031; |
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| 基金项目： | 国家自然科学基金资助项目（51578466） |
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| 摘 要： | 为确定地震条件下悬臂式挡土墙主动土压力，考虑假想坦墙墙背的可能不同位置，给出了墙后填土5种可能的失稳破坏模式；在此基础上，采用拟静力法，基于极限分析上限定理，推导了作用于坦墙墙背上的地震主动土压力计算公式，包括填土性质、填方坡面倾角、踵板长度、墙体高度、水平及竖向地震影响系数等多因素，其中除填土黏聚力与竖向地震影响系数与该土压力呈线性相关性外，其余因素呈非线性影响。实例分析表明，基于本方法地震土压力而计算的墙体抗滑与抗倾稳定系数，多数情况下均比经典的Mononobe-Okabe法略偏大；在填土中存在第二破裂面情况下，以踵板下边缘作为假想墙背端点的计算模式相对略偏不安全；竖直假想墙背模式相应的土压力计算值最小，但相应的墙体稳定系数却不一定最大。
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| 关 键 词： | 地震悬臂式挡墙 主动土压力 破坏模式 拟静力法 极限分析 地震 |
| 收稿时间： | 2020-01-30 |
Limit analysis method of active earth pressure on cantilever retaining wall subjected to earthquake |
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| Institution: | 1. Department of Geological Engineering, Southwest Jiaotong University, Chengdu, Sichuan 610031, China;2. Southwest Electric Power Design Institute Co., Ltd. of CPECC, Chengdu, Sichuan 610021, China;3. Key Laboratory of High-speed Railway Engineering, Ministry of Education, Southwest Jiaotong University, Chengdu, Sichuan 610031, China |
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| Abstract: | In order to determine the seismic active earth pressure on cantilever retaining walls, five potential failure modes of the backfill are provided considering the possible locations of the assumed planar back of the walls. Based on the potential failure mechanisms, formulas of the earth pressure on the planar back are derived in light of the quasi-static method and upper bound theory of the kinematical limit analysis, which can reflect various influence factors including properties of the backfill, dip angle of the filling surface, length of base slab with heel, wall height, as well as horizontal and vertical seismic impact factors. Most of the influence factors are nonlinearly linked with the earth pressure except for cohesion of the backfill and vertical seismic impact factor. Analysis results of some examples show that overturning and translating factors of safety of the wall determined via the earth pressure by the proposed method are both slightly higher than those by the Mononobe-Okabe mehtod in most practical cases, and the analysis model of the assumed wallback starting exactly from the bottom of the wall heel is relatively marginally unsafe if there is the second failure surface in the backfill. The seismic active earth pressure obtained by the failure mode with vertically assumed wall back is relatively minimum, but the corresponding two factors of safety are not certainly maximum. |
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