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考虑不同破坏形式下隧道锚承载力及破坏阶段研究

杨国俊 吕明航 唐光武 田骐玮 杜永峰

杨国俊, 吕明航, 唐光武, 田骐玮, 杜永峰. 考虑不同破坏形式下隧道锚承载力及破坏阶段研究[J]. 应用数学和力学, 2024, 45(3): 273-286. doi: 10.21656/1000-0887.440146
引用本文: 杨国俊, 吕明航, 唐光武, 田骐玮, 杜永峰. 考虑不同破坏形式下隧道锚承载力及破坏阶段研究[J]. 应用数学和力学, 2024, 45(3): 273-286. doi: 10.21656/1000-0887.440146
YANG Guojun, LÜ Minghang, TANG Guangwu, TIAN Qiwei, DU Yongfeng. Study on Bearing Capacities and Failure Stages of Tunnel-Type Anchorage Considering Different Failure Modes[J]. Applied Mathematics and Mechanics, 2024, 45(3): 273-286. doi: 10.21656/1000-0887.440146
Citation: YANG Guojun, LÜ Minghang, TANG Guangwu, TIAN Qiwei, DU Yongfeng. Study on Bearing Capacities and Failure Stages of Tunnel-Type Anchorage Considering Different Failure Modes[J]. Applied Mathematics and Mechanics, 2024, 45(3): 273-286. doi: 10.21656/1000-0887.440146

考虑不同破坏形式下隧道锚承载力及破坏阶段研究

doi: 10.21656/1000-0887.440146
基金项目: 

国家自然科学基金 51808274

国家自然科学基金 52168042

甘肃省科技计划 22JR5RA250

中国博士后科学基金 2019M653897XB

详细信息
    通讯作者:

    杨国俊(1988—),男,副教授,博士(通讯作者. E-mail: yanggj403@163.com)

  • (我刊编委唐光武来稿)
  • 中图分类号: U448.25

Study on Bearing Capacities and Failure Stages of Tunnel-Type Anchorage Considering Different Failure Modes

  • (Contributed by TANG Guangwu, M. AMM Editorial Board)
  • 摘要: 现有研究多以锚岩接触面出现塑性区域或应力峰值点转移作为达到极限状态的判别标准,但不同工程地质情况会导致隧道锚(TTA)破裂面线形存在较大差异,很难准确推导出隧道锚的极限承载力. 为了进一步探求隧道锚在拉拔荷载下的工作过程,得到更加明确的隧道锚极限承载力的表达形式,采用幂指数函数形式表征倒锥形破坏破裂面的线形,基于Mindlin应力解与峰值剪应力控制理论得到界面破坏应力分布形式,推导了界面破坏与倒锥台破坏形式下的承载能力公式;采用国内5座悬索桥隧道锚承载力进行算例验证,同时分析研究了不同参数对隧道锚极限承载力的影响. 研究表明:两种破坏形式下,承载力的主要来源为破裂面的黏结力,占总承载力的50%以上,承载力均随着长度与内聚力的增加而线性增加;承载力随着倾斜角的增加而增加,但增长速度减慢,界面破坏形式下出现先增加后减小的现象. 对比以往试验以及数值模拟结果,与该文推导结果基本一致,分析公式计算结果和位移增长曲线,发现隧道锚工作过程明显呈现3个阶段,最终破坏形式为界面破坏和倒锥形破坏两种破坏模式的结合.
    (Contributed by TANG Guangwu, M. AMM Editorial Board)
    1)  (我刊编委唐光武来稿)
  • 图  1  倒锥台破坏示意图

    Figure  1.  Schematic diagram of inverse cone failure

    图  2  微段受力图示

    Figure  2.  Micro-segment stress diagrams

    图  3  承载力随N值变化曲线

    Figure  3.  The bearing capacity curve with the value of N

    图  4  破坏范围随参数N值变化示意图

    Figure  4.  The damage range changing with parameter N

    图  5  考虑附加应力下的隧道锚受力图

    Figure  5.  The anchorage force diagram with additional stress

    图  6  考虑自重应力下的锚碇受力图

    Figure  6.  The anchorage force diagram with self-weight stress

    图  7  隧道锚轴力分布室内试验值[22]与理论值对比图

      为了解释图中的颜色,读者可以参考本文的电子网页版本,后同.

    Figure  7.  Comparison between test values[22] and theoretical values of TTA axial force distributions

    图  8  倒锥形破坏形式下计算结果与现有文献结果对比

    Figure  8.  Comparison of calculation results and existing literature results under the inverse cone failure mode

    图  9  界面破坏形式下计算结果与现有文献结果对比

    Figure  9.  Comparison of calculated results with existing literature results under the interface failure mode

    图  10  界面破坏各部分承载力占比

    Figure  10.  Bearing capacity ratios of the interfacial failure

    图  11  界面破坏各部分承载力占比

    Figure  11.  Bearing capacity ratios of the interfacial failure

    图  12  界面破坏各部分承载力占比

    Figure  12.  Bearing capacity ratios of the interfacial failure

    图  13  不同荷载作用下隧道锚围岩塑性区分布图

    Figure  13.  Distributions of the plastic zone of anchorage surrounding rock under different loads

    图  14  不同缆力下锚碇轴向位移

    Figure  14.  Displacements of the anchorage under different cable forces

    图  15  隧道锚承载阶段图

    Figure  15.  The bearing stage diagram of the TTA

    表  1  界面破坏形式极限承载力计算表

    Table  1.   Calculation results of ultimate bearing capacities of the interface failure mode

    bridge name parameter calculation result
    γ/(kN·m-3) φ/(°) a/(°) L/m c/kP H/m K β/(°) PU/kN this paper ref. [7-8, 17, 26]
    Sidu River Bridge 24 24 5 40 1 100 70 0.5 35 2 678 100 11.9 9
    Wujiagang Bridge 25 27 4.5 45 800 90 0.5 40 3 007 100 13.73 16
    Puli Bridge 25 37 5 35 1 100 60 0.5 42 2 337 000 23.09 20
    Jinsha River Bridge 25 27 5.5 45 400 95 0.5 35 2 585 500 8.32 7.38
    下载: 导出CSV

    表  2  倒锥台破坏形式极限承载力计算表

    Table  2.   Calculation results of ultimate bearing capacities for the inverse cone failure mode

    bridge name parameter calculation result
    γ/(kN·m-3) φ/(°) a/m L/m c/kP H/m β/(°) K PU/kN this paper ref. [7-8, 12, 17]
    Lüzhijiang Bridge 22 30 9.8 40 900 70 35 1 4 023 000 24.5 23
    Wujiagang Bridge 25 27 10.1 45 800 90 40 1.15 5 256 402 24.1 16
    Puli Bridge 25 37 8 35 1 100 60 42 1 4 404 200 43.5 44
    Jinsha River Bridge 25 27 11.6 45 400 95 35 0.97 5 681 200 18 16.83
    下载: 导出CSV
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  • 收稿日期:  2023-05-12
  • 修回日期:  2023-08-04
  • 刊出日期:  2024-03-01

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