理论与试验研究

高地应力炭质板岩粘弹本构模型及大变形控制技术

  • 刘宇 ,
  • 严涛 ,
  • 李佳龙 ,
  • 彭涛 ,
  • 王维嘉
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  • 1.西南交通大学 土木工程学院,成都 610031;
    2.交通隧道工程教育部重点实验室,成都 610031;
    3.中冶成都勘察研究总院有限公司,成都 610023;
    4.四川交投设计咨询研究院有限责任公司,成都 610041
刘宇(1999—),男,河北沧州人,硕士生,研究方向为隧道地层及结构安全性研究。E-mail:652179079@qq.com
彭涛(1981—),男,四川简阳人,博士生,正高级工程师,四川省工程勘察设计大师,现从事岩土及隧道设计及管理工作。E-mail:2077278352@qq.com

收稿日期: 2025-07-02

  网络出版日期: 2026-04-28

基金资助

国家自然科学基金(51508475);中国中冶2022年非钢领域立项重大研发项目(中冶科技〔2022〕2号);四川交投设计咨询院自立科技项目(2023-KY-004)

Viscoelastic Constitutive Model and Large Deformation Control Technology of Carbonaceous Slate with High Ground Stress

  • Liu Yu ,
  • Yan Tao ,
  • Li Jialong ,
  • Peng Tao ,
  • Wang Weijia
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  • 1. School of Civil Engineering, Southwest Jiaotong University, Chengdu 610031, P.R. China;
    2. Key Laboratory of Transportation Tunnel Engineering, Ministry of Education, Chengdu 610031, P.R. China;
    3. Chengdu Surveying Geotechnical Research Institute Co., Ltd. of MCC, Chengdu 610023, P.R China;
    4. Sichuan Jiaotou Design Consulting Research Institute Co., Ltd., Chengdu 610041, P.R. China

Received date: 2025-07-02

  Online published: 2026-04-28

摘要

针对高地应力碳质板岩隧道围岩变形时间周期长、变形量大、设计支护强度不足等问题。采用室内试验、数值计算及现场测试对碳质板岩粘弹性本构模型及大变形控制技术进行了研究。结果表明:(1)炭质板岩峰值强度受层理倾角影响较大,随着倾角的增加其强度呈现U型的趋势,层理倾角为45°的岩石强度最弱;(2)构建了非定常Burgers蠕变本构模型,并根据三轴蠕变试验确定了该本构的蠕变参数;(3)应用构建的蠕变本构模型建立6种支护工况,综合考虑安全与经济,明确了工况三(HW175钢架,0.6 m/榀,拱部设置4 m长锚杆,边墙设置6 m长锚杆,间距1.2 m×0.8(环×纵))为大变形控制试验段的支护参数;(4)通过施作试验段,采用HW175钢架和拱顶4 m+边墙6 m长锚杆组合,其平均拱顶沉降和边墙收敛分别为18.1 mm和79.72 mm,达到了控制大变形的目的。研究成果可为类似工程提供参考。

本文引用格式

刘宇 , 严涛 , 李佳龙 , 彭涛 , 王维嘉 . 高地应力炭质板岩粘弹本构模型及大变形控制技术[J]. 地下空间与工程学报, 2026 , 22(2) : 495 -505 . DOI: 10.20174/j.JUSE.2026.02.11

Abstract

In order to solve the problems such as long deformation time period, large deformation amount and insufficient support strength of carbonaceous slate tunnel with high ground stress. The viscoelastic constitutive model and large deformation control technique of carbonaceous slate are studied by laboratory experiment, numerical calculation and field test. The results show that: (1) The peak strength of the carbonaceous slate is greatly affected by the bedding inclination, exhibiting a U-shaped trend with increasing inclination, and the strength of the rocks with the bedding inclination of 45° is the weakest. (2) The unsteady Burgers creep constitutive model was constructed, and the creep parameters of the constitutive model were determined according to the triaxial creep test. (3) Six supporting conditions were established by using the creep constitutive model constructed. Considering safety and economy comprehensively, the supporting parameters of the large deformation control test section were defined in case 3 (HW175 steel frame, 0.6 m/pin, 4 m long anchor bolt set at the arch, 6m long anchor bolt set at the side wall, spacing 1.2 m×0.8(ring × longitudinal)). (4) Through the test section, HW175 steel frame and 4 m arch top + 6 m side wall long anchor rod are used. The average arch top settlement and side wall convergence are 18.1 mm and 79.72 mm, respectively, meeting the purpose of controlling large deformation. The research results can provide reference for similar projects.

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