Lei Zhang; Xiang-quan Li; Jian-fei Ma; Zhen-yuan Zhang; Chang-chang Fu; Chun-chao Zhang; Ce Zhang

doi:10.26599/JGSE.2026.9280084

doi: 10.26599/JGSE.2026.9280084

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出版历程
- 收稿日期: 2025-11-08
- 录用日期: 2026-03-15
- 网络出版日期: 2026-07-30
- 刊出日期: 2026-09-15

Multi-scale characterization of karst media, negative-pressure suffusion mechanism and collapse risk assessment for urban metro engineering: A case study of Guiyang metro line 3, China

Lei Zhang^{1, 2},
Xiang-quan Li^{1, 2
, ,},
Jian-fei Ma^{1, 2},
Zhen-yuan Zhang³,
Chang-chang Fu^{1, 2},
Chun-chao Zhang^{1, 2},
Ce Zhang⁴

1.
Institute of Hydrogeology and Environmental Geology, Chinese Academy of Geological Sciences, Shijiazhuang 050061, China
2.
Key Laboratory of Groundwater Sciences and Engineering, Ministry of Natural Resources, Shijiazhuang 050061, China
3.
School of Engineering and Technology, China University of Geosciences(Beijing), Beijing 100083, China
4.
Guiyang Rail Transit Line 3 Construction and Operation Co., Ltd., Guiyang 550025, China

More Information

Corresponding author: 1711039960@qq.com

摘要

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Abstract: Multi-scale characterization of karst media is a fundamental prerequisite for accurate stability evaluation and collapse risk assessment in karst terrains, especially for the safety control of urban metro engineering. Taking the Huaxi South Parking Lot of Guiyang metro line 3 as a case study, this paper proposes an integrated framework for karst collapse risk assessment by coupling multi-scale geological characterization, hydrodynamic-mechanical coupling simulation, and spatial multi-factor analysis. A comprehensive dataset, including 339 borehole records, core CT scanning results, long-term hydrogeological monitoring data, and laboratory test results, was collected to conduct multi-scale characterization of karst media across macro, meso and micro scales, reveal the vertical zonation of karst structures, clarify the hydrodynamic triggering mechanism of karst collapse, determine the critical instability threshold, and reproduce the entire evolution process of collapse. The results show that negative-pressure suffusion induced by rapid groundwater level decline, with a critical pressure difference of ≤ −190 kPa, is the dominant trigger of karst collapse in the study area. The lowest stratum stability and highest collapse risk occur in the strata with an overburden thickness of 2–5 m and a karst cavity diameter of ≥ 3 m. The high-risk zones account for 2.3% of the total study area, and are mainly distributed in the southern part, while the overall site remains stable under normal hydrodynamic conditions. This study can provide theoretical support and technical reference for karst collapse risk prevention and control in urban metro engineering.
- Karst collapse /
- Media characterization /
- Negative-pressure suffusion /
- Critical collapse threshold /
- Risk assessment

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Figure 1. Overview of the study area Notes: (a) location of the study area; (b) monthly average precipitation patterns with heavy rainfall occurring primarily from April to August

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Figure 2. Schematic diagram of the monitoring device principle

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Figure 3. COMSOL Multiphysics numerical computation model

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Figure 4. PFC2D numerical computation model

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Figure 5. Computational schematic for the suction-induced collapse mechanism

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Figure 6. Comprehensive analysis of core data from the monitoring borehole ((a) Core RQD; (b) Core karst ratios)

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Figure 7. Meso-scale metrics of the monitoring borehole

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Figure 8. Microstructural characteristics of cores from the monitoring borehole

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Figure 9. The curve of turbidity varying with rainfall

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Figure 10. Measured water levels and fitted function curves

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Figure 11. Hydrostatic pressure monitoring curves

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Figure 12. Pressure differential variation trend

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Figure 13. Displacement contour plots and evolution characteristics under normal monitored water level fluctuations

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Figure 14. Collapse evolution process

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Figure 15. Variation curve of soil arching thickness with factor of safety (D' = 3 m)

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Figure 16. Variation curves of soil arching thickness with factor of safety (a) D' = 1 m, (b) D' = 2 m, (c) D' = 4 m, (d) D' = 5 m, (e) D' = 6 m, and (f) D' = 7 m

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Figure 17. Spatial interpolation results of evaluation indicators: (a) borehole encounter rate of caves, (b) cave development height (m), (c) cave development depth (m), (d) overburden structure, (e) overburden thickness (m), (f) distance from overburden to cave roof (m), (g) groundwater level depth below overburden (m), (h) depth to phreatic water level (m)

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Figure 18. Comprehensive evaluation results of karst collapse susceptibility in the study area

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Table 1. Computation parameters for the COMSOL multiphysics model

Rock and Soil Properties	Density (kg/m³)	Porosity	Permeability (m²)	Dynamic viscosity (Pa·s)
Plain fill	1,730	0.45	5×10⁻⁶
Red clay	1,730	0.5	1×10⁻⁹	0.001
Gravel soil	2,000	0.6	1×10⁻⁴
Bedrock	2,500	0.25	1×10⁻¹²
Fissure	1,000	0.8	1×10⁻³
Karst cave	1,500	0.3	1×10²

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Table 2. Mesoscopic Parameters for Numerical Simulation

Material	Density (kg/m³)	Porosity	r_max	r_min	Stiffness ratio	Friction coefficient	Normal bond strength/kPa	Shear bond strength/kPa
Plain fill	1,743	0.32	0.0042	0.0032	2	0.5	20	10
Red clay	1,600	0.4	0.0030	0.0023	1.5	0.8	75	50
Gravel soil	1,800	0.24	0.0055	0.0021	2	0.8	200	100

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Table 3. Karst collapse risk assessment index system

Target Layer	Tier-1 Indicators	Tier-2 Indicators
Karst collapse risk assessment (K)	Karst development intensity (A1)	Borehole karst encounter rate (B1)
		Karst cave development height (B2)
		Karst cave development depth (B3)
	Overburden characteristics (A2)	Overburden structure (B4)
		Overburden thickness (B5)
		Distance to karst cave roof (B6)
	Hydrodynamic conditions (A3)	Groundwater level distance to overburden base (B7)
	Hydrodynamic conditions (A3)	Groundwater level to phreatic surface distance (B8)

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Table 4. Weights of influence of evaluation factors on karst collapse susceptibility

	B1	B2	B3	B4	B5	B6	B7	B8
Weights	0.1565	0.0757	0.0647	0.0598	0.1682	0.311	0.094	0.0546

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Table 5. Classification and scoring criteria for evaluation factors

Evaluation indicators		Classification and scoring
Criterion layer	Factor layer	1	2	3
Karst development intensity (A1)	Borehole karst encounter rate (B1)	<0.029	0.029–0.034	>0.034
	Karst cave development height (B2)	<1.85	1.85–2.77	>2.77
	Karst cave development depth (B3)	>11.4	10–11.4	<10
Overburden characteristics (A2)	Overburden structure (B4)	>0.97	0.66–0.97	<0.66
	Overburden thickness (B5)	>9.5	7.9–9.5	<7.9
	Distance to karst cave roof (B6)	>2	1.72–2	<1.72
Hydrodynamic conditions (A3)	Groundwater level distance to overburden base (B7)	>9.4	7.3–9.4	<7.3
Hydrodynamic conditions (A3)	Groundwater level to phreatic surface distance (B8)	>14.2	13.2–14.2	<13.2

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