列车振动环境场覆盖型岩溶土洞塌陷的动力响应特性研究

师海; 贾智磊; 白明洲; 张晔; 孙子冰

doi:10.11932/karst20250210

列车振动环境场覆盖型岩溶土洞塌陷的动力响应特性研究

doi: 10.11932/karst20250210

师海^{1, 2,},
贾智磊¹,
白明洲^{1, 2},
张晔¹,
孙子冰¹

1.
北京交通大学土木建筑工程学院, 北京 100044
2.
轨道工程北京市重点实验室, 北京 100044

基金项目: 国家自然科学基金项目（41907260，42172311）；中央引导地方科技发展资金项目（216Z3802G)

详细信息

作者简介:
师海（1987-），男，博士，副教授，主要从事岩溶灾害防治和地面塌陷领域的教学科研工作。E-mail：shihai@bjtu.edu.cn

中图分类号: P642.25
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出版历程
- 收稿日期: 2024-03-30
- 录用日期: 2024-11-01
- 修回日期: 2024-10-08
- 刊出日期: 2025-04-20

Study on the dynamics response characterstics of covered soil-cave type karst collapse under train vibration environment

SHI Hai^{1, 2
,},
JIA Zhilei¹,
BAI Mingzhou^{1, 2},
ZHANG Ye¹,
SUN Zibing¹

1.
School of Civil Engineering, Beijing Jiaotong University, Beijing 100044, China
2.
Beijing Key Laboratory of Track Engineering, Beijing 100044, China

摘要

摘要: 为揭示列车振动荷载作用下铁路周边覆盖型岩溶土洞动力响应特性，以京沪高铁（江西段）某潜在岩溶塌陷点为研究对象，通过离散元压缩试验对塌陷土体的强度参数进行标定，引入接触黏结模型，建立列车振动环境场覆盖型下伏岩溶土洞的地面流固耦合模型，从细观角度分析了不同振动荷载频率下塌陷区土体变形特征，研究了列车振动环境场土体的动力响应过程。研究表明：塌陷区土体颗粒的竖向速度、竖向位移、土体孔隙率与振动荷载频率之间的关系不明显，土体应变率随振动频率增加而增大；受列车振动环境场的影响，塌陷区土体颗粒的竖向速度、竖向位移变化量相对更大，动力特征更明显；确定了残坡积层粉质黏土覆盖层区域列车运行引起的振动在土层中的影响范围，当土洞距路基3 m时，列车动荷载影响深度在5.25 m范围内。研究成果对揭示列车环境振动扰动下浅层地表岩溶塌陷的动力学机制有重要意义，可为岩溶区铁路的运营安全和岩溶塌陷的防灾减灾提供科学依据。
- 岩溶塌陷 /
- 地质灾害 /
- 列车振动 /
- 数值模拟 /
- 动态响应
Abstract: Karst collapse represents a significant geological hazard, predominantly occurring in regions characterised by the presence of soluble rock formations, including carbonate rocks, calcareous clastic rocks and salt rocks, among others. Karst collapse are characterised by three key features, a hidden spatial distribution, a sudden onset and periodic recurrence over time. These attributes collectively pose a considerable challenge for the construction of major infrastructure projects in karst areas. The karst collapse disaster along the railway has the potential to pose a significant threat to the safe construction and sustained operation of the high-speed railway project. The extraction and discharge of groundwater, along with the alteration of hydrodynamic conditions during both the construction and operational phases of the railway in the karst area, have been identified as key factors contributing to the karst collapse. The most prevalent numerical simulation method is the Finite Element Method (FEM), which is predicated on the assumption of a continuous medium. The FEM involves replacing a complex problem with a simpler one and then solving it. It views the solution domain as consisting of a number of small interconnected sub-domains called finite elements, assumes a suitable (simpler) approximate solution for each element, and then deduces the conditions that are satisfied for solving the domain in general. However, soil is not a continuous medium, and a model based on the FEM is unable to simulate the local instability of a collapsed soil body, the mesoscopic-scale damage process, and other phenomena. In light of the dearth of sufficient attention to the temporal effects and fine-scale mechanisms of the karst collapse process in current studies, this paper aims to elucidate the dynamic evolution laws and mesoscopic-scale collapse mechanisms of the expansion of overlying karst soil cavities around the railway. A typical karst collapse site, namely the Beijing-Shanghai high-speed railway (Jiangxi section), was selected as the basis for calibrating the strength parameters of the collapsed soil body. This was achieved through a particle flow (PFC2D) compression test, which also introduced a contact bonding model. This model assumed that the filler in the cavern is entirely washed away due to the erosive effect of groundwater seepage. Additionally, the vacuum suction and erosion effect inside the cavern were not considered during the simulation period. The effect of groundwater on soil strength is simulated by reducing the contact strength between particles below the modelled water level. In conclusion, a coupled flow-solid model of overlying karst collapse has been established, which elucidates the dynamic evolution process and deformation characteristics of karst collapse from a mesoscopic view. Furthermore, the influence of varying cavern opening sizes, overburden layer thickness and water table height on the deformation characteristics of the overlying karst collapse has been investigated, as well as the migration law of soil particles under the influence of different factors. The study demonstrates that during the evolution of overlying karst collapse, the contact force between particles undergoes a series of changes, which can be described approximately as follows, 'stress equilibrium–stress arch formation–stress arch destruction-stress equilibrium again-…-stress arch fracture '. The internal stress of the soil body demonstrates a pattern of 'compressive stress gradually decreasing, tensile stress gradually increasing, and tensile stress disappearing'. Additionally, the surface subsidence and porosity of the soil body tend to increase in conjunction with the collapse evolution process. It can be observed that the larger the opening of the cavern, the greater the depth and range of ground subsidence, which in turn increases the likelihood of collapse. A reduction in the thickness of the cover layer results in a more pronounced surface subsidence, thereby increasing the likelihood of collapse. Similarly, an elevated water table leads to a more rapid expansion of the soil hole, which in turn causes a more pronounced surface subsidence and an increased propensity for collapse. The relationship between surface settlement and cover layer thickness is not significant when the latter is of greater thickness. The study provides a comprehensive account of the karst collapse evolution process from a mesoscopic perspective, offering insights that can inform disaster prevention and the mitigation of surrounding karst collapse risks during the construction and operation of high-speed railway projects.
- karst collapse /
- geological hazard /
- train vibration /
- numerical simulation /
- dynamics response

HTML

图 1 研究区岩溶地貌

Figure 1. Karst landforms in the study area

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图 2 塌陷坑的剖面结构

Figure 2. Profile structure of collapse pit

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图 3 双轴试验模型

Figure 3. Biaxial test model

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图 4 不同围压下应力-应变曲线

Figure 4. Stress-strain curves under different confining pressures

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图 5 数值模型及测点布置图

Figure 5. Numerical model and measuring points

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图 6 管域模型耦合机制

Figure 6. Pipe domain model coupling mechanism

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图 7 流固耦合管域模型

Figure 7. Fluid-Structure Interaction(FSI) pipe domain model

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图 8 振动荷载施加示意图

Figure 8. Schematic diagram of vibration load application

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图 9 列车振动荷载-时间曲线

Figure 9. Train vibration load-time curve

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图 10 不同加载频率下土颗粒竖向速度变化

Figure 10. Vertical velocity variation of soil particles under different loading frequency

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图 11 不同加载频率下颗粒迁移距离变化

Figure 11. Variation of migration distance of soil particles under different loading frequency

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图 12 不同加载频率下孔隙率变化

Figure 12. Variation of porosity under different loading frequency

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图 13 振动作用下测点土颗粒竖向速度变化

Figure 13. Vertical velocity variation of soil particles at measurement points under vibration

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图 14 测点竖向速度幅值空间变化曲线

Figure 14. Spatial variation curve of measure points vertical velocity amplitude

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图 15 振动荷载作用下土颗粒迁移距离

Figure 15. Migration distance of soil particles under vibration loading

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图 16 振动荷载作用下土体竖向应变率

Figure 16. Vertical strain rate of soil under vibration loading

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图 17 不同振动频率下土体竖向应变率变化

Figure 17. Vertical strain rate under different vibration frequencies

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表 1 地层岩土体物理力学参数

Table 1. Physical and mechanical parameters of stratum

名称	黏聚力/ kPa	弹性模量/ GPa	内摩擦角/ °	干密度/ g·cm⁻³
残坡积层粉质黏土	12		24	1.75
坡洪积层粉质黏土	10		25	1.82
灰岩		52	35	2.52

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表 2 平行粘结模型细观参数标定

Table 2. Microscopic parameters of parallel bond model

平行粘结模型细观参数	符号	单位	数值
颗粒密度	density	kg·m⁻³	1800
颗粒最小半径	rdmin	m	0.06
最大最小半径比	Kratio		3.0
湿度	damp		0.7
孔隙率	porosity		0.28
有效模量	emod	Pa	1e8
刚度比	Kratio		1.25
凝聚力	pb_coh	Pa	1e4
抗拉强度	pb_ten	Pa	1e5
内摩擦角	pb_fa	°	25
粘结间隙	bond gap	m	0.0012
摩擦系数	fric		0.5

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