Underground chamber anti-lifting buried depth checking system based on multi-layer heterogeneous rock mass

Abstract

This invention relates to the field of underground tunnel construction technology and discloses an underground tunnel uplift resistance depth verification system based on multi-layered heterogeneous rock mass. The system includes a multi-dimensional acquisition module, a rock mass zoning module, an uplift resistance assessment module, an evolution analysis module, and a verification and correction module. The system integrates rock mass structural characteristics, design parameters, and dynamic monitoring information within the tunnel construction influence area through the multi-dimensional acquisition module. The rock mass zoning module constructs a three-dimensional geological model and spatially divides the multi-layered heterogeneous rock mass. The uplift resistance assessment module calculates the uplift resistance coefficient based on the spatial zoning, achieving a quantitative determination of uplift resistance capacity with high coupling analysis accuracy. The evolution analysis module statistically and normally processes construction disturbance factors in conjunction with a fixed monitoring cycle, forming a fluctuation index. The verification and correction module determines the uplift resistance stability level of the tunnel and the interference level of construction influencing factors on the accuracy of the tunnel uplift resistance depth verification, achieving dynamic hierarchical control and timely correction with high reliability of dynamic correction.

Description

Technical Field

[0001] This invention relates to the field of underground tunnel construction technology, specifically to an underground tunnel uplift depth verification system based on multi-layered heterogeneous rock mass. Background Technology

[0002] An underground chamber is an underground structural space with a certain spatial scale and function, artificially excavated from rock or soil. Chambers are typically large-span or grouped, such as underground power plants, subway stations, substations, and civil defense projects. Their stability mainly relies on the self-supporting capacity of the surrounding rock, supplemented by anchor bolts, shotcrete, and lining structures to share the load, making them an important structural form in underground engineering. When the groundwater level is high or there is confined water, the chamber floor and the overall structure will be subjected to a continuous upward buoyancy force. The uplift resistance depth refers to the minimum overburden thickness or burial depth required to prevent structural uplift and failure under the influence of groundwater buoyancy. It is a key control indicator in underground chamber design and an important aspect of disaster prevention and mitigation in underground engineering. If the overlying soil and the structure's own weight are insufficient to resist buoyancy, it may lead to floor heave, lining cracking, joint leakage, and in severe cases, even overall uplift and instability, endangering equipment operation and personnel safety. Especially for critical projects such as underground factories, subway stations, and underground substations, damage to the anti-buoyancy system is extremely difficult to repair and results in significant operational losses. Therefore, properly controlling the anti-buoyancy depth can not only ensure the long-term safety and stability of the structure and reduce later maintenance costs, but also avoid the waste of investment caused by excessive reinforcement, thus achieving a balance between safety and economy.

[0003] Currently, traditional underground chamber uplift resistance depth verification systems are typically based on the assumption of homogeneous rock mass, often equating complex geological conditions with a uniform medium. This can easily overestimate the overall uplift resistance of the chamber, thus creating potential safety hazards. In reality, rock masses generally exhibit significant zonal heterogeneity, with differences in strength, integrity, and permeability between different zones. This can lead to uneven distribution of seepage and stress fields, potentially causing buoyancy concentration, weakened resistance, or stress redistribution in localized areas, affecting overall stability. Furthermore, traditional uplift resistance calculations often employ two-dimensional planar models or simplified strip models for limit equilibrium analysis, typically assuming uniform longitudinal stress on the structure and neglecting three-dimensional spatial effects and the actual coupling relationship between the structure and the surrounding rock. This makes it difficult to accurately reflect the actual stress state. Under long-term operating conditions, the rock mass and structure may also experience fatigue damage, permeability degradation, and weakening of contact surface strength, leading to a gradual decrease in the uplift resistance safety reserve. If this cumulative effect is not identified and corrected in time, it may become a significant hidden danger factor inducing chamber uplift failure. Summary of the Invention

[0004] To address the shortcomings of existing technologies, this invention provides a verification system for the uplift depth of underground chambers based on multi-layered heterogeneous rock masses. This system has advantages such as high accuracy of coupled analysis and strong reliability of dynamic correction, and solves the problems of traditional underground chamber uplift depth verification systems neglecting the heterogeneous characteristics of rock mass zones and the influence of three-dimensional spatial coupling.

[0005] To achieve the above objectives, the present invention provides the following technical solution: an underground chamber uplift resistance depth verification system based on multi-layer heterogeneous rock mass, comprising a multi-dimensional acquisition module, a rock mass zoning module, an uplift resistance assessment module, an evolution analysis module, and a verification and correction module; The multi-dimensional acquisition module acquires underground survey data, chamber structural design data, and monitoring data of construction influencing factors within the influence range of the chamber construction through borehole CT equipment and on-site survey methods, and classifies them into rock mass dataset, chamber dataset, and monitoring dataset. The rock mass zoning module constructs a three-dimensional geological model within the influence range of the tunnel construction based on the rock mass dataset, and performs engineering geological zoning on the multi-layered heterogeneous rock mass within the influence range of the tunnel construction. The uplift resistance assessment module evaluates the uplift resistance of the chamber based on the chamber dataset and a three-dimensional geological model, and generates a corresponding uplift resistance coefficient. ; The evolution analysis module is configured with a fixed monitoring period. Then, by combining the monitoring dataset, the degree of fluctuation of construction influencing factors is analyzed, and a corresponding fluctuation index is generated. ; The verification and correction module is set with a fixed range of anti-lift threshold intervals. and fluctuation threshold range Combined with the lifting coefficient Volatility Index Based on the three-dimensional geological model, the uplift stability level of the chamber and the interference level of construction influencing factors on the accuracy of the uplift burial depth verification of the chamber are determined, and corresponding judgment results and uplift resistance suggestions are output.

[0006] Preferably, the rock mass dataset includes the rock mass integrity coefficient, rock quality index, rock mass fracture density, core block size, rock weathering grade, uniaxial compressive strength, rock mass fracture aperture, number of rock mass fractures, lithology, tectonic infill, structural unit, extension length of weak interlayers along bedding planes, development direction of rock mass structural planes, number of rock mass structural planes, rock unit weight, and equivalent friction coefficient of rock mass structural planes. Among these, the rock weathering grade includes unweathered, slightly weathered, moderately weathered, strongly weathered, and completely weathered; the lithology includes mudstone and carbonaceous shale; the tectonic infill includes fault gouge; the structural unit includes weak interlayers; and the development direction of rock mass structural planes includes longitudinal, reverse, and tangential directions.

[0007] Preferably, the chamber dataset includes the construction range of the chamber structure, the effective contact area of ​​the anti-lift surface, the average pore water pressure, and the anti-lift projected area.

[0008] Preferably, the monitoring dataset includes creep displacement, groundwater level change, elastic modulus change, and seepage flow change.

[0009] Preferably, the rock mass engineering geological zoning process is as follows: S11. Based on the rock mass dataset, a three-dimensional geological model of the area affected by the construction of the tunnel was constructed using three-dimensional modeling software. S12. Set a standard spatial domain with a fixed volume. Then, the three-dimensional geological model is spatially meshed, and the target spatial domain is extracted grid by grid according to the order of burial depth from shallow to deep. Each target space domain They do not overlap in space and together constitute a three-dimensional spatial zoning system of multi-layered heterogeneous rock masses within the influence range of the tunnel construction; S13, if the target spatial domain If any of the following conditions are met, then the target space domain will be... It was determined to be a tectonic fracture zone; (1) Main control interval conditions: 0 ≤ rock mass integrity coefficient ≤ 0.3 and 0% ≤ rock quality index ≤ 25%; (2) Auxiliary triggering conditions: rock mass fracture density ≥ 8 fractures / m; or core block size ≤ 0.3m; S14, if the target spatial domain If the main control interval conditions are met, then the target spatial domain will be... The area was determined to be a weathered layer; the auxiliary triggering conditions are only for verification purposes. (2) Main control interval conditions: 0.3 < rock mass integrity coefficient ≤ 0.4 and 25% < rock quality index ≤ 40%; (2) Auxiliary triggering conditions: The rock weathering grade is strong weathering or completely weathering; or the uniaxial compressive strength is ≤15MPa; or the proportion of fractures with a fracture aperture of ≥0.5mm is ≥70%; S15, if the target spatial domain If the main control interval conditions are met, then the target spatial domain will be... The area was identified as a region with well-developed joints and fissures; the auxiliary triggering conditions were used only for verification. (1) Main control interval conditions: 0.4 < rock mass integrity coefficient ≤ 0.55 and 40% < rock quality index ≤ 55%; (2) Auxiliary triggering conditions: rock mass fracture density ≥ 5 fractures / m; or core block size ≤ 0.5m; S16. The determination of weak interlayers is not limited by the range of rock mass integrity coefficient and rock quality index. If the target spatial domain is... If any of the following conditions are met, then the target space domain will be... It was determined to be a weak interlayer area; The rock mass contains mudstone, carbonaceous shale, fault gouge, or weak interlayers with a thickness of ≥0.2m; or the uniaxial compressive strength of the weak interlayers is ≤20MPa; or the weak interlayers extend along the bedding plane for ≥10m; or the proportion of rock mass structural planes developed in the same direction is ≥70%. S17. If the target spatial domain is not satisfied, provided that none of the judgment conditions S13–S16 are met. If the rock mass integrity coefficient is less than 1 and the rock quality index is less than 100%, then the target spatial domain will be defined as follows: It was determined to be a complete bedrock area; In S18 and S13-S17, the priority order for judgment is: structural fracture zone > weak interlayer zone > weathered layer zone > joint and fissure developed zone > intact bedrock zone. S19. Based on S13-S18, for each target spatial domain Perform engineering geological assessment of the rock mass and complete the annotation in the three-dimensional geological model for spatially adjacent target spatial domains with consistent engineering geological categories. The data are merged to form continuous rock mass engineering geological zoning units.

[0010] Preferably, the lifting coefficient The calculation process is as follows: S21. Based on the chamber dataset, extract the chamber structure design data and map it to the three-dimensional geological model using spatial registration technology; S22. Based on the three-dimensional geological model, the rock unit weight of each rock mass engineering geological zoning unit within the influence range of the tunnel construction is denoted as... , This represents the total number of rock mass engineering geological zoning units within the influence area of ​​the tunnel construction. The vertical thickness of each rock mass engineering geological zoning unit within the influence area of ​​the tunnel construction is denoted as... Then calculate the self-weight stress of the multi-layered heterogeneous rock mass within the influence range of the tunnel construction. ; S23. Based on the three-dimensional geological model, the effective contact area of ​​the chamber's uplift-resistant surface is denoted as... Then calculate the total self-weight pressure of the chamber's heave surface. ; S24. Based on the three-dimensional geological model, the proportion of oriented rock mass structural planes within the influence range of the tunnel construction is denoted as... Then calculate the shear interlocking force of the multi-layered heterogeneous rock mass within the influence range of the tunnel construction. ; S25. Based on the three-dimensional geological model, the average pore water pressure at the bottom of each rock mass engineering geological zoning unit within the influence range of the tunnel construction is denoted as... The projected area of ​​the rock mass engineering geological zoning unit within the influence range of the tunnel construction is denoted as... Then calculate the total uplift force of the multi-layered heterogeneous rock mass within the influence range of the tunnel construction. ; S26. Based on S22-S25, calculate the uplift resistance coefficient of the chamber. .

[0011] Preferably, the volatility index The calculation process is as follows: S31. Based on the monitoring dataset, extract the monitoring period. The monitoring data of construction influencing factors are mapped to a three-dimensional geological model through spatial registration technology. S32, Based on monitoring cycle The creep displacement of each rock mass engineering geological zoning unit within the influence range of the tunnel construction is denoted as... The change in groundwater level within each rock mass engineering geological zoning unit within the area affected by the tunnel construction is denoted as... The change in elastic modulus of each rock mass engineering geological zoning unit within the influence range of the tunnel construction is denoted as... The change in seepage flow rate within the influence range of the tunnel construction for each rock mass engineering geological zoning unit is denoted as... Then calculate the average creep displacement. Average change in groundwater level Mean change in elastic modulus and the average change in seepage flow ; S33, Based on monitoring cycle Calculate the standard deviation of creep displacement. Standard deviation of groundwater level change Standard deviation of change in elastic modulus and standard deviation of seepage flow rate ; S34, Based on monitoring cycle Calculate the coefficient of variation of creep displacement. Coefficient of variation of groundwater level change Coefficient of variation of change in elastic modulus and coefficient of variation of seepage flow ; S35, Regarding the coefficient of variation of creep displacement Coefficient of variation of groundwater level change Coefficient of variation of change in elastic modulus and coefficient of variation of seepage flow Perform extreme value normalization; S36. Based on S31-S35, calculate the monitoring cycle using a weighted method. Fluctuation index of construction influencing factors .

[0012] Preferably, the process for assessing the heave stability level of the chamber is as follows: The upper limit of the anti-lift threshold range is denoted as The lower limit of the anti-lift threshold range is denoted as ; If the chamber's uplift resistance coefficient < This indicates that the tunnel's resistance to uplift is insufficient, with a stability level of 3. Response measures include immediately halting construction activities in the tunnel, conducting a re-analysis of the surrounding rock, identifying weak points in the uplift resistance and implementing targeted reinforcement, and increasing the frequency of underground survey data acquisition within the affected area of ​​the tunnel construction. ≤Uplift coefficient of the chamber ≤ This indicates that the chamber has moderate uplift resistance and a stability level of 2. Response measures include continuing construction activities in the chamber, increasing the frequency and scope of on-site surveys, and preparing reinforcement resources in advance. If the chamber's uplift resistance coefficient... > This indicates that the chamber has good resistance to uplift and a stability level of 1. Response measures include continuing chamber construction activities and maintaining the frequency and scope of on-site surveys.

[0013] Preferably, the interference level assessment process is as follows: The upper limit of the fluctuation threshold range is denoted as... The lower limit of the fluctuation threshold range is denoted as ; If the fluctuation index of construction influencing factors < This indicates that the interference of construction factors on the accuracy of the underground chamber uplift resistance depth verification is low, with an interference level of 1. Response measures include continuing the underground chamber uplift resistance depth verification work, maintaining the frequency and scope of on-site surveys, and if... ≤ Fluctuation index of construction influencing factors ≤ This indicates that the interference level of construction-related factors on the accuracy of the tunnel's uplift resistance depth verification is moderate, with an interference level of 2. Response measures include increasing the frequency and scope of on-site surveys, and recalculating the uplift resistance depth verification. If the fluctuation index of construction-related factors... > This indicates that the construction factors have a high degree of interference with the accuracy of the chamber's anti-uplift burial depth verification, with an interference level of 3. Response measures include immediately stopping the chamber's construction activities, identifying the interference section and implementing targeted control measures, increasing the frequency and scope of on-site surveys, and recalculating the anti-uplift burial depth verification.

[0014] Preferably, the two or more consecutive monitoring cycles are... If the uplift stability level of the underground chamber decreases, or if the interference level of construction factors on the accuracy of the uplift burial depth verification increases, the rock mass dataset should be updated in a timely manner, the three-dimensional geological model within the construction influence range of the underground chamber should be updated simultaneously, and the management personnel should be reminded to manually verify the uplift burial depth of the underground chamber.

[0015] Compared with the prior art, the present invention provides a system for checking the uplift depth of underground chambers based on multi-layered heterogeneous rock masses, which has the following advantages: 1. This invention acquires underground survey data, chamber structural design data, and monitoring data of construction influencing factors within the influence range of chamber construction through a multi-dimensional acquisition module. These data are then categorized into rock mass datasets, chamber datasets, and monitoring datasets, providing reliable parameters for subsequent verification of uplift resistance depth. The rock mass zoning module constructs a three-dimensional geological model within the influence range of chamber construction based on the rock mass datasets and performs engineering geological zoning of the multi-layered heterogeneous rock mass within the influence range. This allows for the quantification and zoning of complex geological conditions, improving analytical accuracy. The uplift resistance assessment module calculates the uplift resistance coefficient based on the spatial zoning. This enables a quantitative determination of the chamber's resistance to uplift, and the coupled analysis has high accuracy.

[0016] 2. This invention uses an evolutionary analysis module to set a monitoring period of fixed duration. Then, by combining the monitoring dataset, the degree of fluctuation of construction influencing factors is analyzed, and a corresponding fluctuation index is generated. It reflects the impact of environmental changes on the accuracy of heave resistance calibration from a time perspective. The calibration and correction module is set with a fixed range of heave resistance thresholds. and fluctuation threshold range Combined with the lifting coefficient Volatility Index Based on the three-dimensional geological model, the system determines the uplift stability level of the chamber and the interference level of construction factors on the accuracy of the uplift burial depth verification. It outputs corresponding judgment results and uplift suggestions, realizing dynamic hierarchical control and timely correction, with strong reliability of dynamic correction. Attached Figure Description

[0017] Figure 1 This is a system flowchart of the present invention. Detailed Implementation

[0018] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0019] Example Please see Figure 1 Table 1 shows the experimental data of rock mass engineering geological zoning, Table 2 shows the experimental data of uplift resistance coefficient, and Table 3 shows the experimental data of fluctuation index. This invention provides a verification system for the uplift resistance burial depth of underground chambers based on multi-layer heterogeneous rock masses, including a multi-dimensional acquisition module, a rock mass zoning module, an uplift resistance assessment module, an evolution analysis module, and a verification and correction module. The multidimensional acquisition module uses borehole CT equipment and on-site survey methods to acquire underground survey data, chamber structural design data and monitoring data of construction influencing factors within the influence range of the chamber construction, and classifies them into rock mass dataset, chamber dataset and monitoring dataset; Specifically, the impact range of tunnel construction refers to the entire area that may be affected by stress disturbance, stratum deformation, and changes in groundwater seepage during tunnel construction. The boundary range is much larger than the construction range of the tunnel itself. The impact range of tunnel construction needs to be determined comprehensively based on the tunnel's burial depth, construction scale, and rock mass type. The impact range of shallow-buried tunnels can extend to the ground surface, with a lateral expansion range that can be 3-5 times the tunnel span. The impact range of deep-buried tunnels is distributed in a spherical or ellipsoidal disturbance zone centered on the tunnel, with a vertical impact depth that can be 5-10 times the tunnel height. The rock mass dataset includes the rock mass integrity coefficient, rock quality index, rock mass fracture density, core block size, rock weathering grade, uniaxial compressive strength, rock mass fracture aperture, number of rock mass fractures, lithology, tectonic infill, structural units, extension length of weak interlayers along bedding planes, development direction of rock mass structural planes, number of rock mass structural planes, rock unit weight, and equivalent friction coefficient of rock mass structural planes. Among them, the rock weathering grade includes unweathered, slightly weathered, moderately weathered, strongly weathered, and completely weathered; the lithology includes mudstone and carbonaceous shale; the tectonic infill includes fault gouge; the structural units include weak interlayers; and the development direction of rock mass structural planes includes parallel, reverse, and tangential. Specifically, the rock mass integrity coefficient and rock quality index are both field survey parameters. The rock mass integrity coefficient is obtained through elastic wave testing, and the calculation formula is the ratio of the elastic longitudinal wave velocity of the rock mass to the elastic longitudinal wave velocity of the rock block. The rock quality index is obtained through core drilling. The cumulative length of complete rock core segments with a length of 10 cm or more is counted, and its proportion to the total drilling footage is calculated. In the development direction of the rock mass structural planes, those with a dipping direction consistent with the dipping direction of the free face of the chamber are considered to be in the forward development direction. These structural planes have the geometric conditions for sliding and collapsing along themselves, and the rock mass stability is most dangerous after the project is excavated. Those with a dipping direction opposite to the dipping direction of the free face of the chamber are considered to be in the reverse development direction, and the rock mass stability is relatively stable after the project is excavated. Those with a dipping direction oblique to the direction of the free face of the chamber are considered to be in the tangential development direction, and the rock mass stability is at a medium level after the project is excavated. The chamber dataset includes the construction scope of the chamber structure, the effective contact area of ​​the uplift-resistant surface, the average pore water pressure, and the projected uplift-resistant area; The monitoring dataset includes creep displacement, groundwater level changes, elastic modulus changes, and seepage flow changes; The rock mass zoning module constructs a three-dimensional geological model within the influence range of the tunnel construction based on the rock mass dataset, and performs engineering geological zoning on the multi-layered heterogeneous rock mass within the influence range of the tunnel construction. The process is as follows: S11. Based on the rock mass dataset, a three-dimensional geological model of the area affected by the construction of the tunnel was constructed using three-dimensional modeling software. S12. Set a standard spatial domain with a fixed volume. Then, the three-dimensional geological model is spatially meshed, and the target spatial domain is extracted grid by grid according to the order of burial depth from shallow to deep. Each target space domain They do not overlap in space and together constitute a three-dimensional spatial zoning system of multi-layered heterogeneous rock masses within the influence range of the tunnel construction; Specifically, standard spatial domain The volumetric parameters are key indicators for controlling the accuracy of zoning. In practical applications, the volumetric parameter scale needs to be selected based on the project scale and the density of exploration data. The method of extracting the target spatial domain grid by grid can provide convenience for subsequent statistical analysis of rock mass structure characteristics and engineering geological parameters. S13, if the target spatial domain If any of the following conditions are met, then the target space domain will be... It was determined to be a tectonic fracture zone; (1) Main control interval conditions: 0 ≤ rock mass integrity coefficient ≤ 0.3 and 0% ≤ rock quality index ≤ 25%; (2) Auxiliary triggering conditions: rock mass fracture density ≥ 8 fractures / m; or core block size ≤ 0.3m; S14, if the target spatial domain If the main control interval conditions are met, then the target spatial domain will be... The area was determined to be a weathered layer; the auxiliary triggering conditions are only for verification purposes. (3) Main control interval conditions: 0.3 < rock mass integrity coefficient ≤ 0.4 and 25% < rock quality index ≤ 40%; (2) Auxiliary triggering conditions: The rock weathering grade is strong weathering or completely weathering; or the uniaxial compressive strength is ≤15MPa; or the proportion of fractures with a fracture aperture of ≥0.5mm is ≥70%; S15, if the target spatial domain If the main control interval conditions are met, then the target spatial domain will be... The area was identified as a region with well-developed joints and fissures; the auxiliary triggering conditions were used only for verification. (1) Main control interval conditions: 0.4 < rock mass integrity coefficient ≤ 0.55 and 40% < rock quality index ≤ 55%; (2) Auxiliary triggering conditions: rock mass fracture density ≥ 5 fractures / m; or core block size ≤ 0.5m; S16. The determination of weak interlayers is not limited by the range of rock mass integrity coefficient and rock quality index. If the target spatial domain is... If any of the following conditions are met, then the target space domain will be... It was determined to be a weak interlayer area; The rock mass contains mudstone, carbonaceous shale, fault gouge, or weak interlayers with a thickness of ≥0.2m; or the uniaxial compressive strength of the weak interlayers is ≤20MPa; or the weak interlayers extend along the bedding plane for ≥10m; or the proportion of rock mass structural planes developed in the same direction is ≥70%. S17. If the target spatial domain is not satisfied, provided that none of the judgment conditions S13–S16 are met. If the rock mass integrity coefficient is less than 1 and the rock quality index is less than 100%, then the target spatial domain will be defined as follows: It was determined to be a complete bedrock area; In S18 and S13-S17, the priority order for judgment is: structural fracture zone > weak interlayer zone > weathered layer zone > joint and fissure developed zone > intact bedrock zone. S19. Based on S13-S18, for each target spatial domain Perform engineering geological assessment of the rock mass and complete the annotation in the three-dimensional geological model for spatially adjacent target spatial domains with consistent engineering geological categories. The process involves merging elements to form continuous rock mass engineering geological zoning units; The following are the experimental data for rock mass engineering geological zoning, as shown in Table 1: Table 1: Experimental Data for Rock Mass Engineering Geological Zoning In Table 1, the experimental data of rock mass engineering geological zoning were selected, with spatial domain A as the experimental target. Based on the assessment, spatial domain A does not meet the criteria for determining the structural fracture zone, weak interlayer zone, and weathered layer zone, but it does meet the main control zone conditions for the joint and fissure development zone. Furthermore, the rock mass fissure density and core block size triggered the auxiliary conditions, further confirming that spatial domain A belongs to the joint and fissure development zone. The uplift resistance assessment module evaluates the uplift resistance of the chambers based on the chamber dataset and a 3D geological model, generating corresponding uplift resistance coefficients. The calculation process is as follows: S21. Based on the chamber dataset, the chamber structure design data was extracted and mapped to the three-dimensional geological model through spatial registration technology, thus determining the spatial relative position relationship between the chamber structure and the geological zoning. S22. Based on the three-dimensional geological model, the rock unit weight of each rock mass engineering geological zoning unit within the influence range of the tunnel construction is denoted as... , This represents the total number of rock mass engineering geological zoning units within the influence area of ​​the tunnel construction. The vertical thickness of each rock mass engineering geological zoning unit within the influence area of ​​the tunnel construction is denoted as... Then calculate the self-weight stress of the multi-layered heterogeneous rock mass within the influence range of the tunnel construction. Its expression is as follows: In the formula, Indicates the first Rock density of each rock mass engineering geological zoning unit , Indicates the first Vertical thickness of each rock mass engineering geological zoning unit; S23. Based on the three-dimensional geological model, the effective contact area of ​​the chamber's uplift-resistant surface is denoted as... Then calculate the total self-weight pressure of the chamber's heave surface. Its expression is as follows: S24. Based on the three-dimensional geological model, the proportion of oriented rock mass structural planes within the influence range of the tunnel construction is denoted as... Then calculate the shear interlocking force of the multi-layered heterogeneous rock mass within the influence range of the tunnel construction. Its expression is as follows: In the formula, Indicates the number of rock mass structural planes. Indicates the number of oriented rock mass structural planes; In the formula, The proportion of non-parallel structural surfaces directly determines the proportion of effective friction. It represents the equivalent friction coefficient, used to reflect the shear resistance characteristics of the structural surface; S25. Based on the three-dimensional geological model, the average pore water pressure at the bottom of each rock mass engineering geological zoning unit within the influence range of the tunnel construction is denoted as... The projected area of ​​the rock mass engineering geological zoning unit within the influence range of the tunnel construction is denoted as... Then calculate the total uplift force of the multi-layered heterogeneous rock mass within the influence range of the tunnel construction. Its expression is as follows: In the formula, Indicates the first The average pore water pressure at the bottom of each rock mass engineering geological zoning unit , Indicates the first The uplift-resistant projected area of ​​each rock mass engineering geological zoning unit; S26. Based on S22-S25, calculate the uplift resistance coefficient of the chamber. Its expression is as follows: In the formula, This indicates the total resistance to lifting of the chamber; The following are the experimental data for the resistance to uplift, as shown in Table 2: Table 2: Experimental Data for Resistance to Uplift In Table 2, the experimental data of the uplift resistance coefficient were selected, and spatial domain B was selected as the experimental target. It is known that spatial domain B is the multi-layered heterogeneous rock mass within the influence range of the tunnel construction. The verification and correction module is set with a fixed range of anti-lift threshold intervals. The upper limit of the anti-lift threshold range is denoted as The lower limit of the anti-lift threshold range is denoted as This threshold range is used to accurately determine the uplift stability level of the chamber, providing a quantitative reference for optimizing support structure parameters and formulating reinforcement measures. The rationality of the range directly affects the accuracy of the uplift stability assessment and the timeliness of engineering decision-making. An excessively narrow uplift threshold range... This can lead to overly stringent stability classifications, misjudging chambers in a critically stable state as having a high risk of instability, increasing unnecessary reinforcement costs and construction intervention, and affecting construction efficiency. Conversely, overly lenient stability classifications can blur the lines between basic stability and critical stability, and between critical stability and potential instability, delaying targeted reinforcement of high-risk chambers and creating potential hazards of structural uplift deformation and lining damage. Therefore, this uplift threshold range... The optimal range needs to be determined through system calibration experiments. Therefore, the optimal range of this threshold interval needs to be obtained through the following system calibration experiments: Lifting Threshold Interval The calibration method is as follows: Using a database of existing or under-construction tunnel projects, engineering samples with different uplift stability states were screened, covering various situations such as uplift stability, critical stability, local uplift deformation, and obvious instability. Burial depth parameters, groundwater level, surrounding rock grade, lining structure parameters, measured uplift displacement data, and long-term deformation monitoring data of the sample projects were extracted, and different candidate uplift threshold ranges were set. The range, in each set of calibration experiments, is the candidate anti-lift threshold interval. To standardize the classification of sample chambers into uplift stability levels, the matching degree between the classification results and the actual measured stability state was recorded. Then, combined with numerical simulation analysis results, the changing trends of chamber uplift response indicators under different groundwater level changes, different support stiffnesses, and different construction stages were simulated to adjust the candidate uplift threshold range. The upper and lower limits of the threshold range were determined, and multiple sets of verification experiments were conducted to record the impact of the threshold range setting on the stability assessment results and the rationality of the reinforcement decision. For each candidate heave resistance threshold range... Using collected engineering sample data and numerical simulation results as input, the number of times low-risk chambers were misclassified as high-risk due to improper interval settings (counted as over-assessment), the number of times high-risk chambers were misclassified as low-risk (counted as under-assessment), and the degree of consistency between the stability level classification results and the subsequent actual deformation development trend and reinforcement effect were calculated. Finally, the interval range that can simultaneously minimize the over-assessment rate and the under-assessment rate and has the highest consistency with the actual engineering monitoring results was selected as the uplift threshold interval. The preferred range; In Table 2, the experimental data for the resistance to lifting coefficient show the resistance threshold range. The preferred range is 1.2 to 1.5. Based on the assessment, the chamber's resistance to uplift is... A value greater than 1.5 indicates that the chamber has good resistance to uplift, the stability level of spatial domain B is level 1, and the response measures include continuing the construction activities in the chamber and maintaining the frequency and scope of on-site surveys. The evolution analysis module is set with a fixed monitoring period. Then, by combining the monitoring dataset, the degree of fluctuation of construction influencing factors is analyzed, and a corresponding fluctuation index is generated. The calculation process is as follows: S31. Based on the monitoring dataset, extract the monitoring period. The monitoring data of construction influencing factors are mapped to a three-dimensional geological model through spatial registration technology. S32, Based on monitoring cycle The creep displacement of each rock mass engineering geological zoning unit within the influence range of the tunnel construction is denoted as... The change in groundwater level within each rock mass engineering geological zoning unit within the area affected by the tunnel construction is denoted as... The change in elastic modulus of each rock mass engineering geological zoning unit within the influence range of the tunnel construction is denoted as... The change in seepage flow rate within the influence range of the tunnel construction for each rock mass engineering geological zoning unit is denoted as... Then calculate the average creep displacement. Average change in groundwater level Mean change in elastic modulus and the average change in seepage flow Its expression is as follows: In the formula, Indicates the first Creep displacement of each rock mass engineering geological zoning unit. , Indicates the first Groundwater level variation in each rock mass engineering geological zoning unit Indicates the first The change in elastic modulus of each rock mass engineering geological zoning unit Indicates the first Changes in seepage flow in each engineering geological zoning unit of the rock mass; S33, Based on monitoring cycle Calculate the standard deviation of creep displacement. Standard deviation of groundwater level change Standard deviation of change in elastic modulus and standard deviation of seepage flow rate Its expression is as follows: S34, Based on monitoring cycle Calculate the coefficient of variation of creep displacement. Coefficient of variation of groundwater level change Coefficient of variation of change in elastic modulus and coefficient of variation of seepage flow Its expression is as follows: In the formula, This represents a correction factor, used to avoid the denominator being 0; S35, Regarding the coefficient of variation of creep displacement Coefficient of variation of groundwater level change Coefficient of variation of change in elastic modulus and coefficient of variation of seepage flow Extreme value normalization was performed by dividing the coefficient of variation of each construction influencing factor by the monitoring period. Within the range of 0-1, the maximum coefficient of variation for the corresponding factor is normalized. S36. Based on S31-S35, calculate the monitoring cycle using a weighted method. Fluctuation index of construction influencing factors Its expression is as follows: In the formula, The weight representing the coefficient of variation of creep displacement. The weight representing the coefficient of variation of groundwater level changes. The weight representing the coefficient of variation of the change in the elastic modulus. The weight representing the coefficient of variation of the change in seepage flow. , , and All are constants, and ; The following is the experimental data for the volatility index, as shown in Table 3: Table 3: Experimental Data for the Volatility Index In Table 3, the experimental data of the fluctuation index show that spatial domain C was selected as the experimental target. Spatial domain C is known to be a multi-layered heterogeneous rock mass within the influence range of the tunnel construction. The monitoring period is... Set to 30 days, monitoring cycle Within the range, the maximum coefficient of variation for creep displacement is 0.2, the maximum coefficient of variation for groundwater level change is 0.25, the maximum coefficient of variation for elastic modulus change is 0.15, and the maximum coefficient of variation for seepage flow change is 0.3. After normalization, the final coefficient of variation for creep displacement was 0.715, the final coefficient of variation for groundwater level change was 0.668, the final coefficient of variation for elastic modulus change was 0.547, and the final coefficient of variation for seepage flow change was 0.68. Weights set to , , , ; The verification and correction module has a fixed range of fluctuation thresholds. The upper limit of the fluctuation threshold range is denoted as The lower limit of the fluctuation threshold range is denoted as This threshold range is used to accurately determine the interference level of construction influencing factors on the accuracy of the chamber's uplift resistance depth verification. It provides a quantitative reference for correcting the verification model parameters and optimizing construction control measures. The rationality of the range directly affects the accuracy of the interference level assessment and the reliability of the verification results. An excessively narrow fluctuation threshold range... This can lead to overly sensitive interference level classification, misjudging normal construction fluctuations as high-level interference states, increasing unnecessary parameter correction frequency and construction adjustment costs, while reducing the efficiency of the verification model. Conversely, overly sensitive classification can blur the interference level definition, making it impossible to distinguish the differences in impact between minor disturbances and significant interferences, or between periodic fluctuations and persistent deviations, delaying timely corrections for high-risk construction conditions, and creating hidden dangers of distorted anti-uplift depth verification results and insufficient structural safety reserves. Therefore, this fluctuation threshold range... The optimal range needs to be determined through system calibration experiments, fluctuation threshold range The calibration method is as follows: Using a database of implemented tunnel engineering projects, sample projects under different construction conditions and disturbance intensities were selected, covering various scenarios such as conventional excavation, groundwater level fluctuations, blasting disturbances, and support adjustment stages. Construction progress records, groundwater monitoring data, surrounding rock deformation monitoring data, uplift depth calculation results, and actual verification results were extracted from the sample projects, and different candidate fluctuation threshold ranges were set. The range, in each set of calibration experiments, is the candidate fluctuation threshold interval. To standardize the classification of interference levels of construction influencing factors in sample projects, the matching degree between the classification results and the actual verification error level was recorded. Then, combined with numerical simulation analysis results, the fluctuation trend of the calculated uplift resistance depth was simulated under different construction rhythms, different groundwater recharge conditions, and different support parameter variations. The candidate fluctuation threshold range was then adjusted. The upper and lower limits of the threshold values ​​were determined, and multiple sets of verification experiments were conducted to record the impact of the threshold interval setting on the verification accuracy and correction efficiency. For each candidate fluctuation threshold interval... Using collected engineering sample data and numerical simulation results as input, the number of times low interference levels were misjudged as high interference levels due to improper interval range settings (counted as over-evaluation), the number of times high interference levels were misjudged as low interference levels (counted as under-evaluation), and the degree of fit between the interference level classification results and the actual verification error development trend were calculated. Finally, the interval range that can simultaneously minimize the over-evaluation rate and the under-evaluation rate and has the highest degree of fit with the actual engineering monitoring data was selected as the fluctuation threshold interval. The preferred range; In Table 3, the volatility threshold range is shown in the experimental data of the volatility index. The preferred range is 0.3 to 0.6. Based on this, the volatility index... >0.6 indicates that the construction influencing factors have a high degree of interference with the accuracy of the chamber's anti-uplift burial depth verification, with an interference level of 3. Response measures include immediately stopping the chamber's construction activities, identifying the interference section in spatial domain C and implementing targeted control measures, increasing the frequency and scope of on-site surveys, and re-completing the anti-uplift burial depth verification calculation. Two or more consecutive monitoring periods If the uplift stability level of the underground chamber decreases, or if the interference level of construction factors on the accuracy of the uplift burial depth verification increases, the rock mass dataset should be updated in a timely manner, the three-dimensional geological model within the construction influence range of the underground chamber should be updated simultaneously, and the management personnel should be reminded to manually verify the uplift burial depth of the underground chamber.

[0020] In this embodiment, the multi-dimensional acquisition module integrates the rock mass structural characteristics, design parameters, and dynamic monitoring information within the influence range of the tunnel construction, providing reliable parameters for subsequent verification of uplift resistance depth. The rock mass zoning module constructs a three-dimensional geological model and performs refined spatial division of multi-layered heterogeneous rock masses, making complex geological conditions quantifiable and expressible by zone, thus improving the accuracy of analysis. The uplift resistance assessment module calculates the uplift resistance coefficient based on the spatial zoning. This enables quantitative determination of the tunnel's resistance to uplift. The evolution analysis module, combined with a fixed monitoring cycle, statistically and normally processes construction disturbance factors to generate a fluctuation index. The calibration and correction module reflects the impact of environmental changes on the accuracy of heave resistance calibration from a time perspective, and sets heave resistance threshold ranges. and fluctuation threshold range A dual-judgment mechanism for stability level and interference level is established to achieve dynamic hierarchical control and timely correction, forming a closed-loop process of "data acquisition - spatial modeling - mechanical assessment - time series analysis - hierarchical correction", which effectively improves the accuracy, stability and safety assurance capability of underground chamber anti-uplift burial depth verification.

[0021] The threshold is set to facilitate comparison. The size of the threshold depends on the amount of sample data and the number of bases set by those skilled in the art for each set of sample data; as long as it does not affect the ratio between the parameter and the quantized value, it is acceptable.

[0022] The above formulas are all derived from software simulation using a large amount of data and are selected to be close to the actual values. The coefficients in the formulas are set by those skilled in the art according to the actual situation. The above description is only a preferred embodiment of the present invention, but the protection scope of the present invention is not limited thereto. Any equivalent substitutions or changes made by those skilled in the art within the technical scope disclosed in the present invention, based on the technical solution and inventive concept of the present invention, should be covered within the protection scope of the present invention.

Claims

1. A system for checking the depth of underground caverns against uplift based on a multi-layered heterogeneous rock mass, characterized in that, It includes a multi-dimensional acquisition module, a rock mass zoning module, an uplift resistance assessment module, an evolution analysis module, and a verification and correction module; The multi-dimensional acquisition module acquires underground survey data, chamber structural design data, and monitoring data of construction influencing factors within the influence range of the chamber construction through borehole CT equipment and on-site survey methods, and classifies them into rock mass dataset, chamber dataset, and monitoring dataset. The rock mass zoning module constructs a three-dimensional geological model within the influence range of the tunnel construction based on the rock mass dataset, and performs engineering geological zoning on the multi-layered heterogeneous rock mass within the influence range of the tunnel construction. The uplift resistance assessment module evaluates the uplift resistance of the chamber based on the chamber dataset and a three-dimensional geological model, and generates a corresponding uplift resistance coefficient. ; The evolution analysis module is configured with a fixed monitoring period. Then, by combining the monitoring dataset, the degree of fluctuation of construction influencing factors is analyzed, and a corresponding fluctuation index is generated. ; The verification and correction module is set with a fixed range of anti-lift threshold intervals. and fluctuation threshold range Combined with the lifting coefficient Volatility Index Based on the three-dimensional geological model, the uplift stability level of the chamber and the interference level of construction influencing factors on the accuracy of the uplift burial depth verification of the chamber are determined, and corresponding judgment results and uplift resistance suggestions are output.

2. The underground chamber uplift resistance and burial depth verification system based on multi-layered heterogeneous rock mass according to claim 1, characterized in that: The rock mass dataset includes the rock mass integrity coefficient, rock quality index, rock mass fracture density, core block size, rock weathering grade, uniaxial compressive strength, rock mass fracture aperture, number of rock mass fractures, lithology, tectonic infill, structural units, extension length of weak interlayers along bedding planes, development direction of rock mass structural planes, number of rock mass structural planes, rock unit weight, and equivalent friction coefficient of rock mass structural planes. Among them, the rock weathering grade includes unweathered, slightly weathered, moderately weathered, strongly weathered, and completely weathered; the lithology includes mudstone and carbonaceous shale; the tectonic infill includes fault gouge; the structural units include weak interlayers; and the development direction of rock mass structural planes includes longitudinal, reverse, and tangential directions.

3. The underground chamber uplift resistance and burial depth verification system based on multi-layered heterogeneous rock mass according to claim 2, characterized in that: The chamber dataset includes the construction range of the chamber structure, the effective contact area of ​​the anti-uplift surface, the average pore water pressure, and the anti-uplift projected area.

4. The underground chamber uplift resistance and burial depth verification system based on multi-layered heterogeneous rock mass according to claim 3, characterized in that: The monitoring dataset includes creep displacement, groundwater level changes, elastic modulus changes, and seepage flow changes.

5. The underground chamber uplift resistance and burial depth verification system based on multi-layered heterogeneous rock mass according to claim 4, characterized in that: The rock mass engineering geological zoning process is as follows: S11. Based on the rock mass dataset, a three-dimensional geological model of the area affected by the construction of the tunnel was constructed using three-dimensional modeling software. S12. Set a standard spatial domain with a fixed volume. Then, the three-dimensional geological model is spatially meshed, and the target spatial domain is extracted grid by grid according to the order of burial depth from shallow to deep. Each target space domain They do not overlap in space and together constitute a three-dimensional spatial zoning system of multi-layered heterogeneous rock masses within the influence range of the tunnel construction; S13, if the target spatial domain If any of the following conditions are met, then the target space domain will be... It was determined to be a tectonic fracture zone; (1) Main control interval conditions: 0 ≤ rock mass integrity coefficient ≤ 0.3 and 0% ≤ rock quality index ≤ 25%; (2) Auxiliary triggering conditions: rock mass fracture density ≥ 8 fractures / m; or core block size ≤ 0.3m; S14, if the target spatial domain If the main control interval conditions are met, then the target spatial domain will be... The area was determined to be a weathered layer; the auxiliary triggering conditions are only for verification purposes. (1) Main control interval conditions: 0.3 < rock mass integrity coefficient ≤ 0.4 and 25% < rock quality index ≤ 40%; (2) Auxiliary triggering conditions: The rock weathering grade is strong weathering or completely weathering; or the uniaxial compressive strength is ≤15MPa; or the proportion of fractures with a fracture aperture of ≥0.5mm is ≥70%; S15, if the target spatial domain If the main control interval conditions are met, then the target spatial domain will be... The area was identified as a region with well-developed joints and fissures; the auxiliary triggering conditions were used only for verification. (1) Main control interval conditions: 0.4 < rock mass integrity coefficient ≤ 0.55 and 40% < rock quality index ≤ 55%; (2) Auxiliary triggering conditions: rock mass fracture density ≥ 5 fractures / m; or core block size ≤ 0.5m; S16. The determination of weak interlayers is not limited by the range of rock mass integrity coefficient and rock quality index. If the target spatial domain is... If any of the following conditions are met, then the target space domain will be... It was determined to be a weak interlayer area; The rock mass contains mudstone, carbonaceous shale, fault gouge, or weak interlayers with a thickness of ≥0.2m; or the uniaxial compressive strength of the weak interlayers is ≤20MPa; or the weak interlayers extend along the bedding plane for ≥10m; or the proportion of rock mass structural planes developed in the same direction is ≥70%. S17. If the target spatial domain is not satisfied, provided that none of the judgment conditions S13–S16 are met. If the rock mass integrity coefficient is less than 1 and the rock quality index is less than 100%, then the target spatial domain will be defined as follows: It was determined to be a complete bedrock area; In S18 and S13-S17, the priority order for judgment is: structural fracture zone > weak interlayer zone > weathered layer zone > joint and fissure developed zone > intact bedrock zone. S19. Based on S13-S18, for each target spatial domain Perform engineering geological assessment of the rock mass and complete the annotation in the three-dimensional geological model for spatially adjacent target spatial domains with consistent engineering geological categories. The data are merged to form continuous rock mass engineering geological zoning units.

6. The underground chamber uplift resistance and burial depth verification system based on multi-layered heterogeneous rock mass according to claim 5, characterized in that: The lifting coefficient The calculation process is as follows: S21. Based on the chamber dataset, extract the chamber structure design data and map it to the three-dimensional geological model using spatial registration technology; S22. Based on the three-dimensional geological model, the rock unit weight of each rock mass engineering geological zoning unit within the influence range of the tunnel construction is denoted as... , This represents the total number of rock mass engineering geological zoning units within the influence area of ​​the tunnel construction. The vertical thickness of each rock mass engineering geological zoning unit within the influence area of ​​the tunnel construction is denoted as... Then calculate the self-weight stress of the multi-layered heterogeneous rock mass within the influence range of the tunnel construction. ; S23. Based on the three-dimensional geological model, the effective contact area of ​​the chamber's uplift-resistant surface is denoted as... Then calculate the total self-weight pressure of the chamber's heave surface. ; S24. Based on the three-dimensional geological model, the proportion of oriented rock mass structural planes within the influence range of the tunnel construction is denoted as... Then calculate the shear interlocking force of the multi-layered heterogeneous rock mass within the influence range of the tunnel construction. ; S25. Based on the three-dimensional geological model, the average pore water pressure at the bottom of each rock mass engineering geological zoning unit within the influence range of the tunnel construction is denoted as... The projected area of ​​the rock mass engineering geological zoning unit within the influence range of the tunnel construction is denoted as... Then calculate the total uplift force of the multi-layered heterogeneous rock mass within the influence range of the tunnel construction. ; S26. Based on S22-S25, calculate the uplift resistance coefficient of the chamber. .

7. The underground chamber uplift resistance and burial depth verification system based on multi-layered heterogeneous rock mass according to claim 6, characterized in that: The volatility index The calculation process is as follows: S31. Based on the monitoring dataset, extract the monitoring period. The monitoring data of construction influencing factors are mapped to a three-dimensional geological model through spatial registration technology. S32, Based on monitoring cycle The creep displacement of each rock mass engineering geological zoning unit within the influence range of the tunnel construction is denoted as... The change in groundwater level within each rock mass engineering geological zoning unit within the area affected by the tunnel construction is denoted as... The change in elastic modulus of each rock mass engineering geological zoning unit within the influence range of the tunnel construction is denoted as... The change in seepage flow rate within the influence range of the tunnel construction for each rock mass engineering geological zoning unit is denoted as... Then calculate the average creep displacement. Average change in groundwater level Mean change in elastic modulus and the average change in seepage flow ; S33, Based on monitoring cycle Calculate the standard deviation of creep displacement. Standard deviation of groundwater level change Standard deviation of change in elastic modulus and standard deviation of seepage flow rate ; S34, Based on monitoring cycle Calculate the coefficient of variation of creep displacement. Coefficient of variation of groundwater level change Coefficient of variation of change in elastic modulus and coefficient of variation of seepage flow ; S35, Regarding the coefficient of variation of creep displacement Coefficient of variation of groundwater level change Coefficient of variation of change in elastic modulus and coefficient of variation of seepage flow Perform extreme value normalization; S36. Based on S31-S35, calculate the monitoring cycle using a weighted method. Fluctuation index of construction influencing factors .

8. The underground chamber uplift resistance depth verification system based on multi-layered heterogeneous rock mass according to claim 7, characterized in that: The process for assessing the heave stability level of the chamber is as follows: The upper limit of the anti-lift threshold range is denoted as The lower limit of the anti-lift threshold range is denoted as ; If the chamber's uplift resistance coefficient < This indicates that the tunnel's resistance to uplift is insufficient, with a stability level of 3. Response measures include immediately halting construction activities in the tunnel, conducting a re-analysis of the surrounding rock, identifying weak points in the uplift resistance and implementing targeted reinforcement, and increasing the frequency of underground survey data acquisition within the affected area of ​​the tunnel construction. ≤Uplift coefficient of the chamber ≤ This indicates that the chamber has moderate uplift resistance and a stability level of 2. Response measures include continuing construction activities in the chamber, increasing the frequency and scope of on-site surveys, and preparing reinforcement resources in advance. If the chamber's uplift resistance coefficient... > This indicates that the chamber has good resistance to uplift and a stability level of 1. Response measures include continuing chamber construction activities and maintaining the frequency and scope of on-site surveys.

9. The underground chamber uplift resistance and burial depth verification system based on multi-layered heterogeneous rock mass according to claim 8, characterized in that: The interference level assessment process is as follows: The upper limit of the fluctuation threshold range is denoted as... The lower limit of the fluctuation threshold range is denoted as ; If the fluctuation index of construction influencing factors < This indicates that the interference of construction factors on the accuracy of the underground chamber uplift resistance depth verification is low, with an interference level of 1. Response measures include continuing the underground chamber uplift resistance depth verification work, maintaining the frequency and scope of on-site surveys, and if... ≤ Fluctuation index of construction influencing factors ≤ This indicates that the interference level of construction-related factors on the accuracy of the tunnel's uplift resistance depth verification is moderate, with an interference level of 2. Response measures include increasing the frequency and scope of on-site surveys, and recalculating the uplift resistance depth verification. If the fluctuation index of construction-related factors... > This indicates that the construction factors have a high degree of interference with the accuracy of the chamber's anti-uplift burial depth verification, with an interference level of 3. Response measures include immediately stopping the chamber's construction activities, identifying the interference section and implementing targeted control measures, increasing the frequency and scope of on-site surveys, and recalculating the anti-uplift burial depth verification.

10. The underground chamber uplift resistance and burial depth verification system based on multi-layered heterogeneous rock mass according to claim 9, characterized in that: The two or more consecutive adjacent monitoring cycles If the uplift stability level of the underground chamber decreases, or if the interference level of construction factors on the accuracy of the uplift burial depth verification increases, the rock mass dataset should be updated in a timely manner, the three-dimensional geological model within the construction influence range of the underground chamber should be updated simultaneously, and the management personnel should be reminded to manually verify the uplift burial depth of the underground chamber.

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