Stability analysis of top-arch collapse composite treatments for Dagangshan Hydropower Station

CUI Zhen; WU Ji-chang; SHENG Qian; WEI Qian

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Stability analysis of top-arch collapse composite treatments for Dagangshan Hydropower Station

更新时间：2026-06-25

- Stability analysis of top-arch collapse composite treatments for Dagangshan Hydropower Station
- Vol. 34, Issue 4, (2013)
- 作者机构：
  
  1. 中国科学院武汉岩土力学研究所岩土力学与工程国家重点实验室,武汉,430071
  2. 四川电力设计咨询有限责任公司,成都,610016
  3. 国电大渡河大岗山水电开发有限公司，四川石棉,625409
- 作者简介：
- 基金信息：
- DOI：
  CLC： TU452
- Online First：16 April 2013，
  
  Published：2013
- 稿件说明：
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CUI Zhen, WU Ji-chang, SHENG Qian, et al. Stability analysis of top-arch collapse composite treatments for Dagangshan Hydropower Station[J]. 2013, 34(4).
DOI：

CUI Zhen, WU Ji-chang, SHENG Qian, et al. Stability analysis of top-arch collapse composite treatments for Dagangshan Hydropower Station[J]. 2013, 34(4). DOI：

摘要

以大岗山水电站主厂房顶拱坍塌体的复合支护结构为研究背景，分析治理措施的加固效果。基于精细的复合衬砌结构承载力分析方法，给出各层钢拱架和喷射混凝土各自的受力状况，对塌方体复合支护结构的稳定性进行分析。研究表明，顶拱坍塌段治理后，开挖完成后增量位移量值约为90 mm，顶拱部位塑性区基本无变化，后继开挖中锚索内力变化程度较小，开挖结束后各锚索内力与张拉吨位相差不大，且均未超过设计吨位，显示出较好支护效率与安全裕度；开挖完成后，除初期支护在塌腔附近的部分喷射混凝土可能发生潜在的剪切破坏外，作为复合衬砌组主要受力部件的Ⅰ、Ⅱ期治理复合衬砌的钢拱架和喷混凝土受力状态均较为良好，整个复合衬砌组的承载力余量较大。计算结果与监测结果的吻合度良好，较好地反映出岩体变形和支护结构内力随洞室开挖的发展规律。

Abstract

A stability study is conducted for the top-arch collapse composite treatments of the Dagangshan Hydropower Station

based on a sophisticated analysis approach of the composite linings. The performance of the treatments during excavation is analyzed. The internal forces of the I-beams and the shorcrete are presented respectively for the distinct phases of treatment. In this manner

the stability of the treatments are discussed. The results indicate that the maximum incremental displacement after treatment is about 9 cm. Fail zones of the top-arch remain broadly unchanged afterwards. The changes of the cables’ internal force are relatively small

suggesting a good supporting efficiency and safety level. Although the initial treatments may suffer potential cracking

as the main components of the treatments

the phaseⅠand phaseⅡ treatments are in a good state. Therefore the stability of the entire treatment system may be insured. Monitored data are generally agree well with the calculated ones; the analysis reliably reflect the real rock mass deformation and the internal forces state of the supporting structures.

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