Seismic safety collaborative analysis method of multi-modal data of near-tunnel engineering

Abstract

The present application belongs to the technical field of underground engineering and computer-aided engineering analysis, and particularly relates to a kind of multi-modal data seismic safety collaborative analysis method for near tunnel engineering. By integrating engineering geology, structure design, construction monitoring and multi-level ground motion data, a three-dimensional numerical model is constructed that integrates geological and structural information. First, a fine simulation of the entire construction process and static load operation is performed to obtain the baseline mechanical state. Based on this, multi-task ground motion dynamic time history analysis is carried out to dynamically capture the dynamic response of the surrounding rock and structure. The static and dynamic analysis results are interpreted collaboratively, with a focus on analyzing the time and space evolution of the tunnel anchor and the plastic zone of the surrounding rock of the adjacent highway tunnel, as well as the risk of connection. Multiple quantitative collaborative indicators are extracted, and an interactive analysis report is automatically generated that integrates three-dimensional visualization scenes, multi-dimensional comparison charts, and safety interpretation conclusions based on a rule base. This provides systematic decision support for seismic design, construction control and safety evaluation of near engineering.

Description

Technical Field

[0001] This invention belongs to the field of underground engineering and computer-aided engineering analysis technology, specifically relating to a method for collaborative analysis of seismic safety of multimodal data in near-tunnel engineering. Background Technology

[0002] In mountainous bridge construction, suspension bridge tunnel anchors are used due to their economic efficiency and environmental adaptability. However, the close proximity engineering system formed by the tunnel anchor and adjacent highway tunnels faces complex static and dynamic interaction problems. Especially in high-intensity seismic zones, the huge pull-out load of the tunnel anchor coupled with the seismic load makes the mechanical behavior of the surrounding rock and support structure extremely complex. Traditional design and analysis methods for single structures are difficult to accurately assess the overall safety of this complex system.

[0003] Existing technologies typically employ isolated analysis methods, performing static stability calculations and simplified seismic verifications separately for tunnel anchors and highway tunnels. This approach often relies on simplified geological models and static design parameters, failing to fully consider the stress redistribution in the surrounding rock caused by the entire construction process, the uncertainty of rock mass parameters, and the long-term effects of operational loads. More significantly, existing methods lack a dynamic fusion and collaborative analysis mechanism between multi-source, multi-time-period monitoring data and high-fidelity numerical models, resulting in delayed and inaccurate assessments of potential risk areas such as stress concentration, plastic zone expansion, and connectivity risks in rock pillars between two tunnels.

[0004] Therefore, there is an urgent need in this field for a systematic analysis method that can integrate multimodal data from geological exploration, construction monitoring, structural design, and seismic motion input, and achieve integrated static and dynamic simulation and collaborative safety assessment on a unified platform. This method aims to overcome the shortcomings of existing technologies, such as fragmented analysis stages, insufficient data utilization, and passive risk identification, providing reliable technical support for the refined design, safe construction, and seismic toughness assessment of near-tunnel engineering. Summary of the Invention

[0005] According to a first aspect of the present invention, the present invention claims protection for a method for collaborative analysis of seismic safety of multimodal data in near-tunnel engineering, the method comprising:

[0006] S1: Obtain the engineering status data set and seismic load case set related to the adjacent tunnel project;

[0007] S2: Based on the engineering status data set, construct a multi-dimensional geological engineering model corresponding to the adjacent tunnel project;

[0008] S3: Apply static loads corresponding to the engineering state data set to the multidimensional geological engineering model, perform static finite element analysis, and obtain the static response characteristics of the adjacent tunnel project under static load.

[0009] S4: On the multidimensional geological engineering model, the initial stress field is determined based on the static response characteristics, and the corresponding dynamic load is applied according to the seismic load case set. Dynamic time history analysis is performed to obtain the dynamic response characteristics of the adjacent tunnel project under dynamic action.

[0010] S5: Perform a collaborative analysis of the static response characteristics and the dynamic response characteristics to identify the spatial distribution, expansion trend and connectivity possibility of the plastic zone of the surrounding rock of the tunnel anchor and the plastic zone of the surrounding rock of the adjacent highway tunnel under static and dynamic conditions, and compare and analyze the response peak value and variation law of the key control points under static and dynamic action.

[0011] S6: Based on the results of the collaborative analysis, generate and output a visual collaborative analysis report for seismic safety evaluation.

[0012] Furthermore, the engineering status data set includes engineering geological parameters, structural design parameters, and construction stage parameters, and the seismic load case set includes seismic motion time history data corresponding to different waterproofing levels;

[0013] The multidimensional geological engineering model includes at least: a three-dimensional geological model representing the mountain topography and stratum distribution, a refined model of the tunnel anchor structure embedded in the three-dimensional geological model, and a structural model of the adjacent highway tunnel;

[0014] The static response characteristics include the distribution of stress and strain in the surrounding rock, the distribution of internal forces in the structure, and the distribution of the plastic zone.

[0015] The dynamic response characteristics include the time histories of ground motion displacement, acceleration, and stress at key locations, as well as the evolution of the dynamic plastic zone.

[0016] The report shall include at least a graphical interface for displaying the comparison between static and dynamic responses, and a qualitative conclusion on the engineering safety status based on the plastic zone connectivity criterion and the peak response ratio criterion.

[0017] In S1, a sensor network deployed at the near-tunnel construction site is used to collect real-time monitoring data streams during the construction and operation periods.

[0018] The monitoring data stream includes cable anchorage prestress data, tunnel anchor base contact pressure data, cable saddle foundation settlement and deformation data, rock mass displacement data around the anchorage, highway tunnel arch settlement and clearance convergence data, and tunnel initial support stress and strain data; the construction stage parameters in the engineering status data set are dynamically updated according to the monitoring data stream.

[0019] Furthermore, in step S3, performing the static finite element analysis specifically includes the following sub-steps:

[0020] S31: Based on the construction stage parameters, simulate the entire construction process of the tunnel anchor and adjacent highway tunnel excavation, support and anchor body pouring in the multi-dimensional geological engineering model, perform full-process simulation analysis of construction, and obtain the incremental stress-strain field and cumulative displacement field of each construction stage.

[0021] S32: Based on the model state after the simulation analysis of the entire construction process is completed, simulate the tension load of the main cable strand of the suspension bridge, and treat it as the distributed force applied to the rear end of the tunnel anchor plug. Calculate the stable stress-strain state of the adjacent tunnel project under the constant load during the operation period, and define it as the reference static state.

[0022] S33: Based on the reference static state, perform parametric static pushover analysis, apply a monotonically increasing overload to the rear end of the tunnel anchor plug until the calculation of the multidimensional geological engineering model does not converge, thereby simulating the progressive failure process of the tunnel anchor and recording the ultimate load and failure mode at failure.

[0023] S34: Based on the results of the simulation analysis of the entire construction process, the calculation of the benchmark static state, and the parametric static pushover analysis, the key safety control points of the adjacent tunnel project under static action are comprehensively extracted.

[0024] Furthermore, in step S4, performing dynamic time history analysis specifically includes the following sub-steps:

[0025] S41: Select multiple sets of ground motion time history data with different peak ground acceleration and spectral characteristics from the set of seismic load conditions, and use them as input ground motions. The multiple sets of ground motion time history data correspond to multi-level seismic fortification requirements.

[0026] S42: The stress field and displacement field under the reference static state obtained in S3 are used as the initial state of the multidimensional geological engineering model, and the structural self-weight and dead load constructed in S2 are applied.

[0027] S43: On the base boundary of the multidimensional geological engineering model, input each set of input ground motions in sequence, and perform three-dimensional dynamic time history analysis using explicit or implicit integration methods;

[0028] S44: For the analysis results of each set of input ground motions, extract the peak values ​​of dynamic response of each key safety control point and key section of the structure, analyze the spatial distribution and time evolution of plastic units of tunnel anchor surrounding rock and highway tunnel surrounding rock throughout the entire ground motion time history, and pay attention to the volume growth of the plastic units and the relative distance change between the boundaries of the tunnel anchor plastic zone and the highway tunnel plastic zone.

[0029] S45: Compare and analyze the response values ​​at the same location under static load with the peak values ​​of dynamic response under different level ground motions, calculate the dynamic-to-static response ratio, assess the amplification effect of seismic dynamic action relative to static action, compare and analyze the internal forces of highway tunnel support structures under static conditions with the time history changes of internal forces during ground motion, evaluate the degree of influence of ground motion on the redistribution of internal forces and potential overload risk.

[0030] Furthermore, in step S5, identifying the connectivity possibility of the plastic region specifically includes:

[0031] In the dynamic response characteristic analysis, a judgment criterion is set: when the plastic zone of the surrounding rock of the tunnel anchor and the plastic zone of the surrounding rock of the adjacent highway tunnel are in spatial contact or overlap at any moment in the earthquake time history, it is determined that the plastic zones are connected.

[0032] The collaborative analysis includes tracking the seismic input time, seismic intensity index, and overall displacement and stress field state of the adjacent tunnel project at the time corresponding to the connection of the plastic zone, so as to serve as a virtual experimental basis for evaluating the adjacent tunnel project to reach the ultimate bearing capacity under seismic loading.

[0033] Furthermore, the method also includes S7: a special analysis of the impact of the overlying soil layer, wherein S7 specifically includes:

[0034] S71: In the multidimensional geological engineering model, the geometric range and excavation boundary of the overburden layer above the tunnel anchor are defined parametrically;

[0035] S72: Simulate various overburden excavation conditions, including at least: no excavation, partial excavation to different elevations, and complete excavation to the bedrock surface;

[0036] S73: For each excavation condition, re-execute the full-process simulation analysis and benchmark static state calculation in S3 to obtain the static response of the tunnel anchor and the adjacent highway tunnel under that condition.

[0037] S74: For the static state after each excavation condition, perform the dynamic time history analysis in S4 to obtain the dynamic response characteristics under that condition.

[0038] S75: Collaborative comparative analysis of the changes in the ultimate pull-out bearing capacity of tunnel anchors, the changes in static and dynamic safety factors, the changes in the impact on the internal forces of the lining of adjacent highway tunnels, and the changes in the expansion rate and range of the plastic zone under seismic action under different overburden excavation conditions. Based on the analysis results, the safety threshold for overburden excavation is determined and engineering control recommendations are proposed.

[0039] Furthermore, S5 also includes a cross-structure collaborative index extraction step:

[0040] Based on the static response characteristics and the dynamic response characteristics, synergistic indicators for comprehensively evaluating the mutual influence of adjacent tunnel projects are calculated and extracted.

[0041] The synergistic indicators include: rock column stress concentration factor, inter-tunnel displacement difference, dynamic response interference factor, and plastic zone development convergence degree;

[0042] The stress concentration factor of the rock column is defined as the ratio of the average stress in the core area of ​​the rock mass between the tunnel anchor and the highway tunnel to the stress in the far-field rock mass.

[0043] The displacement difference between tunnels is defined as the relative displacement time history of corresponding measuring points in two tunnels in a direction perpendicular to the tunnel axis during a seismic event.

[0044] The dynamic response interference coefficient is defined as the ratio of the peak seismic response at a critical location in the tunnel under proximity conditions to the peak response at the same location under conditions without adjacent structures.

[0045] The plastic zone development convergence is defined as a function of the shortest distance between the boundaries of the plastic zones of two tunnels changing over time.

[0046] Furthermore, in step S6, generating and outputting a visual collaborative analysis report specifically includes the following sub-steps:

[0047] S61: Call the three-dimensional graphics rendering engine to integrate and render the multi-dimensional geological engineering model, the stress cloud map, displacement cloud map and plastic zone distribution in the static response features, the dynamic plastic zone evolution animation, key point displacement, acceleration or stress time history curves in the dynamic response features.

[0048] S62: In the rendered 3D scene, the status of the key safety control points extracted in S34 at different analysis stages is displayed by using a combination of highlighting, isosurface, profile streamline, and time history curve annotation, as well as the plastic zone connected risk areas identified in S5.

[0049] S63: Generate a multi-view comparison and analysis panel, including a bar chart comparing the peak values ​​of static and dynamic responses, a curve showing the change of safety factor under different seismic levels, and a radar chart comparing collaborative indicators under different tunnel-anchor spacings, different surrounding rock conditions, and different relative positions under multiple mission conditions.

[0050] S64: Based on a preset analysis rule base, automatically interpret the results of the collaborative analysis, and generate a security evaluation conclusion with text description in the report based on the automatic interpretation results;

[0051] S65: Provides an interactive report exploration function, allowing users to view all detailed analysis data corresponding to any location or data point by clicking on any location in the 3D scene or a graphic element in the multi-view comparison analysis panel.

[0052] Furthermore, the method also includes S8: a seismic zoning step based on the results of collaborative analysis, including:

[0053] S81: Based on the results of the aforementioned collaborative analysis, define seismic dynamic zoning indicators, including: the maximum range of the dynamic plastic zone, the peak relative displacement between tunnels, the increase in dynamic bending moment of key structural sections, and the dynamic response interference coefficient in the collaborative indicators;

[0054] S82: Based on the collaborative analysis results of multi-task and multi-level seismic inputs, the numerical distribution range of the seismic dynamic zoning index under different working condition combinations is statistically analyzed.

[0055] S83: Based on the numerical distribution range, the spatial area between the tunnel anchor and the highway tunnel is divided into a strong influence zone, a weak influence zone, and an unaffected zone according to the intensity of the mutual influence of earthquakes.

[0056] S84: Integrate the partitioning results into the visualization collaborative analysis report generated in S6 in the form of a three-dimensional color block map, and label the recommended design countermeasures and seismic structural measures for different partitions.

[0057] Furthermore, the aforementioned proximity tunnel project specifically refers to a suspension bridge constructed in a deep mountain valley, using tunnel anchors as the anchoring system, where the tunnel anchor chamber is spatially adjacent to the existing or newly constructed highway tunnel chamber. The method is applied to support the design optimization of the suspension bridge tunnel anchor, the determination of construction procedures, the safety monitoring during operation, and the formulation of earthquake resistance and disaster reduction technical standards.

[0058] This invention belongs to the field of underground engineering and computer-aided engineering analysis technology, specifically involving a collaborative analysis method for seismic safety of near-tunnel engineering using multimodal data. By integrating engineering geology, structural design, construction monitoring, and multi-level ground motion data, a three-dimensional numerical model fusing geological and structural information is constructed. First, a refined simulation of the entire construction process and operational static loads is performed to obtain the baseline mechanical state. Based on this, multi-task seismic dynamic time-history analysis is conducted to dynamically capture the dynamic response of the surrounding rock and structure. The static and dynamic analysis results are collaboratively interpreted, with a focus on analyzing the spatiotemporal evolution and connectivity risks of the plastic zone of the tunnel anchor and the surrounding rock of adjacent highway tunnels. Multiple quantitative collaborative indicators are extracted, and an interactive analysis report integrating a three-dimensional visualization scene, multi-dimensional comparison charts, and rule-based safety interpretation conclusions is automatically generated. This provides systematic decision support for the seismic design, construction control, and safety assessment of near-tunnel engineering. Attached Figure Description

[0059] Figure 1 A flowchart illustrating the seismic safety collaborative analysis method for multimodal data in near-tunnel engineering, as claimed in an embodiment of the present invention.

[0060] Figure 2 The second flowchart of a method for collaborative analysis of seismic safety data of near-tunnel engineering, as claimed in an embodiment of the present invention, is shown below.

[0061] Figure 3 The third workflow diagram is shown for a method for collaborative analysis of seismic safety of multimodal data in near-tunnel engineering, as claimed in an embodiment of the present invention.

[0062] Figure 4 The fourth flowchart is shown in the embodiment of the present invention, which describes a collaborative analysis method for seismic safety of multimodal data in near-tunnel engineering. Detailed Implementation

[0063] According to the first embodiment of the present invention, referring to Figure 1 This invention claims protection for a method for collaborative analysis of seismic safety of multimodal data in near-tunnel engineering, the method comprising:

[0064] S1: Obtain the engineering status data set and seismic load case set related to the adjacent tunnel project;

[0065] S2: Based on the engineering status data set, construct a multi-dimensional geological engineering model corresponding to the adjacent tunnel project;

[0066] S3: Apply static loads corresponding to the engineering state data set to the multidimensional geological engineering model, perform static finite element analysis, and obtain the static response characteristics of the adjacent tunnel project under static load.

[0067] S4: On the multidimensional geological engineering model, the initial stress field is determined based on the static response characteristics, and the corresponding dynamic load is applied according to the seismic load case set. Dynamic time history analysis is performed to obtain the dynamic response characteristics of the adjacent tunnel project under dynamic action.

[0068] S5: Perform a collaborative analysis of the static response characteristics and the dynamic response characteristics to identify the spatial distribution, expansion trend and connectivity possibility of the plastic zone of the surrounding rock of the tunnel anchor and the plastic zone of the surrounding rock of the adjacent highway tunnel under static and dynamic conditions, and compare and analyze the response peak value and variation law of the key control points under static and dynamic action.

[0069] S6: Based on the results of the collaborative analysis, generate and output a visual collaborative analysis report for seismic safety evaluation.

[0070] In this embodiment, the computer system reads data from multiple preset data source interfaces to construct two core datasets. First, it reads engineering geological parameters from the engineering database, including stratigraphic lithology classification codes, rock mass quality grading indicators, geological structural surface occurrence data, and a set of shear strength parameters for rock mass and structural surfaces obtained through indoor tests and field shear tests. Second, it reads structural design parameters from the design document library, including the three-dimensional geometric dimensions of the tunnel anchor plug, concrete material grade, cross-sectional shape of the highway tunnel chamber, and support structure design parameters. Third, it dynamically reads construction stage parameters from the construction management platform, including the excavation sequence of the tunnel anchor and the highway tunnel, and the timing of support construction. Simultaneously, the computer system retrieves and retrieves multiple sets of seismic ground motion acceleration time history data with different peak acceleration, duration, and spectral characteristics from the seismic ground motion parameter library, based on the seismic intensity and site category of the engineering site, to form a set of seismic load conditions.

[0071] The computer system calls the 3D geological modeling module, first importing digital terrain data and geological profile data to generate a 3D geological body model containing terrain surfaces and interfaces of various strata. Then, in the 3D geological body model, Boolean subtraction operations are performed according to the positions and dimensions determined by the structural design parameters to excavate the 3D spatial morphology of the tunnel anchor chamber and the highway tunnel chamber. Then, within the excavated chamber space, according to the design parameters, the solid models of the tunnel anchor plug and the shell or solid models of the initial support and secondary lining of the highway tunnel are instantiated respectively, each with detailed cross-sectional shapes and material properties. For weak structural surfaces in the engineering geological parameters, the computer system simulates them by implanting geometric surfaces with specific orientations, thicknesses and contact properties into the 3D geological body model, and assigns the corresponding shear strength parameters to the contact surface.

[0072] The computer system starts the finite element solver and loads the model constructed in step S2. First, according to the order of parameters defined in the construction stage, it simulates the initial stress equilibrium of the rock mass. Then, it gradually kills the rock mass elements in the tunnel anchor and highway tunnel chamber areas to simulate excavation, and then activates the corresponding support structure elements to simulate support construction, until the simulation of all construction steps is completed, obtaining the stress field and displacement field after construction. Based on this, the computer system applies a distributed load representing the tension of the main cable to the rear end face of the tunnel anchor plug and performs static calculations under the dead load during the operation period to obtain the reference static state. Subsequently, the system executes a parameter sensitivity analysis loop: based on the reference model, it sequentially or in combination modifies the rock mass elastic modulus, the internal friction angle of the weak structural plane, the length of the anchor plug, and other parameter values ​​in the model, re-performs static calculations, and records the maximum compressive stress value of the rock mass around the tunnel anchor, the displacement value of key points, and the volume of the plastic zone obtained in each calculation.

[0073] The computer system uses the stress and displacement results obtained in step S3 under the reference static state as the initial conditions for dynamic analysis. Next, the system processes the model boundary to set appropriate energy transfer boundary conditions for the dynamic analysis. Then, it selects a seismic time history data point from the seismic load case set in step S1, uses its acceleration sequence as the base input load, and performs time integration calculations using an explicit dynamic solver or a combined implicit-explicit solver. During the calculation, the system samples and records the displacement response sequence, acceleration response sequence, and stress tensor change sequence of a predefined set of monitoring points at high frequency, including the tunnel anchorage point, the center point of the rock column between two tunnels, and the arch of the highway tunnel. After completing a time history analysis, the system extracts the absolute maximum and minimum values ​​of the responses at each monitoring point and analyzes the occurrence, development, and spatial distribution evolution of plastic elements in the entire model during vibration.

[0074] The computer system establishes a collaborative analysis database to associate and store the static analysis results of step S3 and the dynamic analysis results of step S4 for the same monitoring point or the same model area. The system performs the following association operations: numerically compares the peak displacement of the monitoring point in the dynamic analysis with the corresponding displacement value in the static analysis and calculates their ratio; performs a Boolean operation on the spatial superposition of the three-dimensional spatial distribution grid of the final plastic zone of the tunnel anchor surrounding rock in the dynamic analysis with the plastic zone grid obtained from the static analysis and calculates the difference in volume and spatial overlap rate between the two; in particular, the system tracks the expansion process of the boundary of the plastic zone of the tunnel anchor and the boundary of the plastic zone of the highway tunnel in the dynamic time history, and judges the change of the shortest distance between the two plastic zone boundaries in real time through a spatial distance calculation algorithm, and records the seismic motion time corresponding to the minimum value of the distance.

[0075] The computer system invokes the report generation engine to visualize and encapsulate the results of the aforementioned steps. The engine first creates a graphical user interface containing a 3D model view area and multiple 2D chart areas. In the 3D model view area, color mapping is used to render the static stress cloud map from step S3, the dynamic stress peak cloud map from step S4, and the distribution of the plastic zone in layers or time-series rendering. In the 2D chart areas, a comparative bar chart of static displacement values ​​and dynamic displacement peak values ​​at key monitoring points is plotted, along with displacement time history curves from the dynamic time history analysis. Based on the collaborative interpretation results from step S5, such as whether the plastic zone connectivity judgment distance is zero or less than a threshold, and whether the dynamic-static response ratio exceeds a set range, the system automatically fills the conclusion section of the report with a predefined text template, forming a qualitative description of the tunnel anchor pull-out safety and the degree of impact on the highway tunnel. Finally, the system outputs the report, containing all visualization components and text conclusions, in an interactive electronic document format.

[0076] Furthermore, the engineering status data set includes engineering geological parameters, structural design parameters, and construction stage parameters, and the seismic load case set includes seismic motion time history data corresponding to different waterproofing levels;

[0077] The multidimensional geological engineering model includes at least: a three-dimensional geological model representing the mountain topography and stratum distribution, a refined model of the tunnel anchor structure embedded in the three-dimensional geological model, and a structural model of the adjacent highway tunnel;

[0078] The static response characteristics include the distribution of stress and strain in the surrounding rock, the distribution of internal forces in the structure, and the distribution of the plastic zone.

[0079] The dynamic response characteristics include the time histories of ground motion displacement, acceleration, and stress at key locations, as well as the evolution of the dynamic plastic zone.

[0080] The report shall include at least a graphical interface for displaying the comparison between static and dynamic responses, and a qualitative conclusion on the engineering safety status based on the plastic zone connectivity criterion and the peak response ratio criterion.

[0081] In S1, a sensor network deployed at the near-tunnel construction site is used to collect real-time monitoring data streams during the construction and operation periods.

[0082] The monitoring data stream includes cable anchorage prestress data, tunnel anchor base contact pressure data, cable saddle foundation settlement and deformation data, rock mass displacement data around the anchorage, highway tunnel arch settlement and clearance convergence data, and tunnel initial support stress and strain data; the construction stage parameters in the engineering status data set are dynamically updated according to the monitoring data stream.

[0083] In this embodiment, the computer system is configured with multiple data communication protocol adapters, which are used to receive frequency signals from vibrating wire pressure sensors installed at the anchor ends of the cable strands, voltage signals from earth pressure cells buried in the tunnel anchor base, settlement digital readings from static levels arranged in the cable saddle foundation, resistance change signals from multi-point displacement gauges in the borehole, and three-dimensional coordinate data from the total station automated measurement system in the highway tunnel. The system defines parsing rules for each type of sensor data and converts it into monitoring data points with uniform timestamps, physical dimensions, and engineering units.

[0084] The computer system maintains a timeline of working conditions associated with the construction schedule. It automatically categorizes real-time monitoring data streams into predefined data channels, such as anchoring force channel, base pressure channel, and mountain deformation channel, based on their collection location and type. At the same time, the system inserts key events recorded in the construction log, such as the excavation of the left tunnel to mileage K5+100 and the completion of the first layer of anchor plug pouring, as markers into the timeline of working conditions. When a new monitoring data point arrives, the system associates it with the currently active construction condition marker based on its timestamp.

[0085] The computer system includes a model parameter correction module. This module periodically, for example daily, performs statistical analysis on monitoring data such as anchoring force for specific channels, calculating the deviation between the average value and the design expectation. When the deviation consistently exceeds a preset threshold, the module triggers a prompt. More importantly, for data reflecting rock mass response, such as surrounding displacement, the system compares it with the predicted displacement value calculated in step S3 for the corresponding construction condition. If a systematic difference exists, the module initiates a reverse analysis process: within a preset parameter range, it adjusts the deformation modulus or initial geostress coefficient of the surrounding rock in the numerical model, reruns the simulation calculation for the construction condition, until the calculation results basically match the trend of the monitoring data. The parameter values ​​used at this point are then used as updated model parameters that better reflect the actual site conditions and fed back into the engineering status data set for analysis in subsequent steps.

[0086] Furthermore, referring to Figure 2 In step S3, performing static finite element analysis specifically includes the following sub-steps:

[0087] S31: Based on the construction stage parameters, simulate the entire construction process of the tunnel anchor and adjacent highway tunnel excavation, support and anchor body pouring in the multi-dimensional geological engineering model, perform full-process simulation analysis of construction, and obtain the incremental stress-strain field and cumulative displacement field of each construction stage.

[0088] S32: Based on the model state after the simulation analysis of the entire construction process is completed, simulate the tension load of the main cable strand of the suspension bridge, and treat it as the distributed force applied to the rear end of the tunnel anchor plug. Calculate the stable stress-strain state of the adjacent tunnel project under the constant load during the operation period, and define it as the reference static state.

[0089] S33: Based on the reference static state, perform parametric static pushover analysis, apply a monotonically increasing overload to the rear end of the tunnel anchor plug until the calculation of the multidimensional geological engineering model does not converge, thereby simulating the progressive failure process of the tunnel anchor and recording the ultimate load and failure mode at failure.

[0090] S34: Based on the results of the simulation analysis of the entire construction process, the calculation of the benchmark static state, and the parametric static pushover analysis, the key safety control points of the adjacent tunnel project under static action are comprehensively extracted.

[0091] In this embodiment, the computer system discretizes the entire construction process into a series of continuous analysis steps based on construction stage parameters. In the first analysis step, the system solves for the initial geostress field of the model under its own weight and eliminates the initial displacement through equilibrium iteration. In each subsequent analysis step, the system performs element state change operations: First, based on the excavation profile, the material properties of the rock mass elements to be excavated in this round are set to extremely low stiffness for simulated removal, and the forces exerted on the surrounding elements before removal are recorded as release loads. Subsequently, the system applies these release loads in reverse to the excavation boundary and performs a solution to obtain the additional stress and displacement caused by this excavation. Finally, if support is required in this round, the corresponding lining or anchor elements are activated and assigned the designed material properties. The system repeats this process until all excavation and support steps are simulated, thereby obtaining a final stress-strain field and displacement field that accurately reflects the impact of the construction history.

[0092] Based on the model completed after the construction process simulation, the computer system applies the operational load. According to the suspension bridge design data, the system decomposes the main cable tension into the normal pressure component perpendicular to the rear end face of the tunnel anchor plug and the possible tangential component, and applies it in the form of distributed surface force. The system performs static solution to obtain the stable solution under dead load. This state is defined as the reference static state for all subsequent comparative analyses. The system extracts and stores the displacement of all nodes in the entire model, the stress and strain of all elements, and the normal and tangential forces on all defined contact surfaces in this state.

[0093] The computer system executes two independent parametric analysis threads. The first is the overload analysis thread: based on the baseline static state, keeping other conditions unchanged, the system monotonically increases the distributed surface force applied to the rear end face of the tunnel anchor plug by a fixed percentage each time. After each load increase, the system performs a static solution and checks the convergence of the model. When a load increase causes the solver to fail to converge within the maximum number of iterations, or when a sudden change in key displacement is detected, the limit state is considered to have been reached, and the total load value at this time is recorded as the ultimate bearing capacity. The second is the parameter sensitivity analysis thread: the system constructs a parameter space containing multiple dimensions, such as surrounding rock cohesion, internal friction angle, dip angle of weak structural surfaces, anchor plug length and dip angle, etc. The system uses an experimental design method to select a series of representative sample points in this parameter space. For each sample point, the system modifies the corresponding parameters of the model and re-runs the calculation from the construction process simulation back to the baseline static state, recording the displacement of key points of the tunnel anchor, the volume of the plastic zone of the surrounding rock, and the approximate value of the ultimate bearing capacity quickly estimated by the overload analysis thread under this parameter combination. By analyzing the trends of these output results with the input parameters, the key parameters that have the most significant impact on the stability and bearing capacity of the tunnel anchor are identified.

[0094] The computer system post-processes the large amount of data generated to identify key safety control points. First, in the stress field under the baseline static state, the system searches for the extreme points of the first principal stress (compressive) and the third principal stress (tensile). Second, the system analyzes the displacement field to locate the areas with the largest displacement gradients, typically at tunnel intersections, abrupt changes in cross-section, or near weak interlayers. Third, the system extracts the locations where plastic elements first appear during the overload analysis, as well as the areas with the fastest volume growth in the plastic zone. Finally, the system calculates the stress path of the rock mass between the tunnel anchor chamber and the highway tunnel chamber, identifying the cross-sectional locations with the highest average stress level or the most severe stress fluctuations. The system then compiles the coordinates of all the above-mentioned locations—stress extreme points, displacement abrupt changes, initial plasticity points, weak cross-sections of rock columns, their associated component information, and corresponding mechanical response values—to form a set of key safety control points. This set will serve as the focus of monitoring and collaborative analysis in subsequent dynamic analyses.

[0095] Furthermore, referring to Figure 3 In step S4, performing dynamic time history analysis specifically includes the following sub-steps:

[0096] S41: Select multiple sets of ground motion time history data with different peak ground acceleration and spectral characteristics from the set of seismic load conditions, and use them as input ground motions. The multiple sets of ground motion time history data correspond to multi-level seismic fortification requirements.

[0097] S42: The stress field and displacement field under the reference static state obtained in S3 are used as the initial state of the multidimensional geological engineering model, and the structural self-weight and dead load constructed in S2 are applied.

[0098] S43: On the base boundary of the multidimensional geological engineering model, input each set of input ground motions in sequence, and perform three-dimensional dynamic time history analysis using explicit or implicit integration methods;

[0099] S44: For the analysis results of each set of input ground motions, extract the peak values ​​of dynamic response of each key safety control point and key section of the structure, analyze the spatial distribution and time evolution of plastic units of tunnel anchor surrounding rock and highway tunnel surrounding rock throughout the entire ground motion time history, and pay attention to the volume growth of the plastic units and the relative distance change between the boundaries of the tunnel anchor plastic zone and the highway tunnel plastic zone.

[0100] S45: Compare and analyze the response values ​​at the same location under static load with the peak values ​​of dynamic response under different level ground motions, calculate the dynamic-to-static response ratio, assess the amplification effect of seismic dynamic action relative to static action, compare and analyze the internal forces of highway tunnel support structures under static conditions with the time history changes of internal forces during ground motion, evaluate the degree of influence of ground motion on the redistribution of internal forces and potential overload risk.

[0101] In this embodiment, the computer system accesses a set of seismic load cases, which typically contains multiple seismic motion time histories corresponding to the levels of frequent earthquakes, design earthquakes, and rare earthquakes. Based on the analysis requirements, the system selects a representative set of time histories. Before inputting the time histories data into the model, the system performs baseline correction processing on them to eliminate possible drift phenomena when integrating displacement. At the same time, based on the stability requirements of the numerical integration algorithm, the system resamples the original time histories data to ensure that the time step meets the Courant condition for explicit integration calculation or the convergence requirement for implicit integration calculation.

[0102] The computer system imports the calculated baseline static state results completely into the dynamic analysis module. This includes setting the stress tensor of each element and the displacement vector of each node as the starting conditions for dynamic analysis. The system also activates the model's self-weight load. In order to accurately simulate the propagation of seismic waves in the infinite domain rock mass and provide the model with reasonable energy dissipation boundaries, the system applies viscous boundary conditions or uses infinite element boundaries on the outer boundary of the model. The system also specifies the Rayleigh damping coefficient or other forms of damping model parameters for the model according to the material damping characteristics of the rock mass.

[0103] The computer system initiates time-history integration calculations. Within each integration time step, the solver calculates the acceleration, velocity, and displacement for the next time step based on the current motion state and constitutive relations. Throughout the calculation process, the system establishes high-frequency data recorders centered on the points in the aforementioned set of key safety control points. These recorders not only capture the three-dimensional time histories of displacement, velocity, and acceleration of the points themselves, but also capture the stress time histories and plastic strain increment time histories of the elements they belong to. In addition, the system records the bending moment, axial force, and shear force time histories of specified sections of the highway tunnel lining, as well as the normal force and shear force time histories of the contact surface between the tunnel anchor plug and the surrounding rock.

[0104] After completing the analysis of a seismic motion time history, the computer system batch processes the massive amount of recorded time history data. For the acceleration time history of each monitoring point, the system obtains the velocity and displacement time histories through numerical integration (if not directly recorded), and calculates the acceleration response spectrum. For the stress time history, the system extracts the peak values ​​of the maximum and minimum principal stresses, as well as the peak value of the Von Mises equivalent stress. The system pays particular attention to the development of plastic strain: it analyzes the newly added plastic element numbers and their spatial locations at each time step during the vibration process, thereby dynamically constructing a three-dimensional evolution history of the plastic zone. The system calculates the curve of the total volume of the plastic zone changing over time and identifies the moment of maximum volume.

[0105] The computer system performs data comparison tasks. For each critical safety control point, the system compares the peak displacement, peak acceleration, and peak stress obtained from the dynamic analysis with their corresponding values ​​under the baseline static condition. The system calculates the dynamic amplification factor, which is the ratio of the dynamic peak value to the static value. For highway tunnel lining, the system compares the maximum values ​​of bending moment and axial force extracted from the dynamic time history with the design internal force values ​​under the static condition. The system analyzes the envelope shape of the dynamic internal force time history, identifies locations where significant redistribution of internal forces occurs (e.g., the crown bending moment changes from positive to negative or increases sharply), and assesses whether this may lead to the lining section entering a yield state. All these comparison results are compiled into structured data tables for subsequent collaborative interpretation.

[0106] Furthermore, in step S5, identifying the connectivity possibility of the plastic region specifically includes:

[0107] In the dynamic response characteristic analysis, a judgment criterion is set: when the plastic zone of the surrounding rock of the tunnel anchor and the plastic zone of the surrounding rock of the adjacent highway tunnel are in spatial contact or overlap at any moment in the earthquake time history, it is determined that the plastic zones are connected.

[0108] The collaborative analysis includes tracking the seismic input time, seismic intensity index, and overall displacement and stress field state of the adjacent tunnel project at the time corresponding to the connection of the plastic zone, so as to serve as a virtual experimental basis for evaluating the adjacent tunnel project to reach the ultimate bearing capacity under seismic loading.

[0109] In this embodiment, during the dynamic time history integration process in step S4, the calculator system performs a global scan of the entire finite element mesh at each output time interval, for example, every 0.1 seconds. The system identifies all elements currently in the plastic state, and based on the node connectivity relationships of these elements, uses a connected component analysis algorithm in computational geometry to cluster spatially adjacent plastic elements into one or more independent plastic clusters. The system assigns a unique identifier to each plastic cluster and calculates its outer envelope geometric features such as cuboids or convex shells.

[0110] The computer system pays particular attention to plastic clusters belonging to the two sub-regions of tunnel anchor rock and highway tunnel rock. At each output time point, the system identifies the largest plastic cluster or a designated representative plastic cluster within each of these two regions. The system calculates the shortest spatial distance between the geometric features of these two principal plastic clusters, such as their outer envelopes. This distance calculation may be achieved by calculating the shortest line segment between two convex hulls or by using an efficient spatial segmentation tree such as a BVH tree for collision detection prediction. The system records the sequence D(t) of this shortest distance changing over time.

[0111] The system pre-determines a criterion distance ε, which is typically a small positive number, close to zero, to account for numerical calculation errors. When the distance sequence D(t) is detected to satisfy D(t_c)≤ε at a certain time t_c, the computer system determines that a plastic zone connectivity event has occurred. Once the event is captured, the system immediately records the time t_c of the event. Simultaneously, the system saves a complete snapshot of the model state at this moment t_c, including the displacement and velocity fields of all nodes, the stress and strain fields of all elements, and the acceleration values ​​of the seismic input. Furthermore, the system calculates and records the cumulative input energy of the seismic motion that caused the connectivity event, or the value of a key intensity index such as the cumulative absolute velocity (CAV), at that moment.

[0112] If connectivity occurs, the system further analyzes the geometric characteristics of the connected region, such as the area, location, and normal of the connected surface, as well as the relative displacement of the two tunnel structures at the moment of connectivity. The system uses the state at time t_c as virtual experimental evidence that the adjacent tunnel system has reached a critical point under seismic action, i.e., the critical point where the bearing capacity may begin to decrease significantly or the function may fail. All these data related to the connectivity event—time, model state snapshot, ground motion index, and connected region characteristics—are encapsulated into a limit state data package, which serves as the core supporting material for the collaborative analysis report.

[0113] Furthermore, referring to Figure 4 The method further includes S7: Special analysis of the impact of the overlying soil layer, wherein S7 specifically includes:

[0114] S71: In the multidimensional geological engineering model, the geometric range and excavation boundary of the overburden layer above the tunnel anchor are defined parametrically;

[0115] S72: Simulate various overburden excavation conditions, including at least: no excavation, partial excavation to different elevations, and complete excavation to the bedrock surface;

[0116] S73: For each excavation condition, re-execute the full-process simulation analysis and benchmark static state calculation in S3 to obtain the static response of the tunnel anchor and the adjacent highway tunnel under that condition.

[0117] S74: For the static state after each excavation condition, perform the dynamic time history analysis in S4 to obtain the dynamic response characteristics under that condition.

[0118] S75: Collaborative comparative analysis of the changes in the ultimate pull-out bearing capacity of tunnel anchors, the changes in static and dynamic safety factors, the changes in the impact on the internal forces of the lining of adjacent highway tunnels, and the changes in the expansion rate and range of the plastic zone under seismic action under different overburden excavation conditions. Based on the analysis results, the safety threshold for overburden excavation is determined and engineering control recommendations are proposed.

[0119] In this embodiment, the computer system independently models and marks the overburden soil layer or completely weathered rock layer within a certain range above the tunnel anchor in the multi-dimensional geological engineering model constructed in step S2; the system allows users to interactively define the three-dimensional entity range of the overburden layer, or to parameterize and generate various overburden geometry to be analyzed by specifying excavation design surfaces such as horizontal planes or slopes at different elevations; the system defines mechanical parameters for the overburden material that are different from the underlying bedrock, such as lower cohesion, internal friction angle, and deformation modulus.

[0120] The computer system pre-defines a set of overburden excavation conditions, such as: Condition A, the original state with no excavation; Condition B, excavation to the design platform elevation 1; Condition C, excavation to the design platform elevation 2, covering a larger area; and Condition D, complete removal with bedrock fully exposed. The system creates an independent analysis copy for each condition, but with the same underlying bedrock and structural model. For each condition copy, the system first restores the initial model state of the unexcavated overburden, and then simulates the process of removing the overburden portion defined for that condition in one go or in stages using element state change technology, and solves for the resulting stress redistribution.

[0121] After completing the excavation simulation for each working condition, the computer system automatically performs the entire static analysis process for the model under that working condition. The system compares the analysis results under different working conditions laterally, focusing on: ① the changes in the pressure distribution pattern and peak compressive stress of the rock mass behind the tunnel anchor plug; ② the changing trend of the ultimate tensile bearing capacity of the tunnel anchor obtained by the overload method; ③ the amount of surrounding rock displacement released after the excavation of the overburden layer in the tunnel anchor portal section and the portal section of the adjacent highway tunnel; ④ the stress level changes of the rock column between the two tunnels.

[0122] For each overburden excavation condition, the computer system automatically initiates multi-level dynamic time history analysis, comparing and analyzing the following under different conditions: ① peak seismic acceleration response of tunnel anchors and highway tunnel structures; ② seismic displacement amplitude of key parts; ③ depth and extent of plastic zone development under seismic action, especially the extension from tunnel anchors into the overburden; ④ whether there are differences in the seismic intensity threshold required for plastic zone connectivity events.

[0123] The computer system integrates and analyzes all comparative data. After identifying one or more excavation conditions where the static safety factor of the tunnel anchor decreases beyond the acceptable range, or where the seismic dynamic response shows an unfavorable inflection point in displacement, the system determines the critical safety thickness or minimum necessary retention range for the overburden excavation. The analysis report will clearly indicate the risks that may result from excavation exceeding this critical state, such as insufficient anchor pull-out safety reserve or increased vulnerability of the tunnel portal structure under earthquakes. Based on this, a qualitative engineering measure recommendation text will be generated, such as recommending the retention of at least X meters of overburden to provide lateral restraint, or that if deeper excavation is required, the tunnel anchor portal section and adjacent rock pillars must be reinforced.

[0124] Furthermore, S5 also includes a cross-structure collaborative index extraction step:

[0125] Based on the static response characteristics and the dynamic response characteristics, synergistic indicators for comprehensively evaluating the mutual influence of adjacent tunnel projects are calculated and extracted.

[0126] The synergistic indicators include: rock column stress concentration factor, inter-tunnel displacement difference, dynamic response interference factor, and plastic zone development convergence degree;

[0127] The stress concentration factor of the rock column is defined as the ratio of the average stress in the core area of ​​the rock mass between the tunnel anchor and the highway tunnel to the stress in the far-field rock mass.

[0128] The displacement difference between tunnels is defined as the relative displacement time history of corresponding measuring points in two tunnels in a direction perpendicular to the tunnel axis during a seismic event.

[0129] The dynamic response interference coefficient is defined as the ratio of the peak seismic response at a critical location in the tunnel under proximity conditions to the peak response at the same location under conditions without adjacent structures.

[0130] The plastic zone development convergence is defined as a function of the shortest distance between the boundaries of the plastic zones of two tunnels changing over time.

[0131] In this embodiment, the computer system defines the rock pillar region between the tunnel anchor and the highway tunnel as a continuous three-dimensional solid subdomain in the three-dimensional model. After static analysis, the system calculates the volume-weighted average Von Mises stress or average first principal stress of all elements within this subdomain, denoted as σ_pillar_avg. Simultaneously, a reference region is selected in the undisturbed rock mass far from the tunnel, and its average stress σ_far_field_avg is calculated. The rock pillar stress concentration factor K_sc is calculated as K_sc = σ_pillar_avg / σ_far_field_avg. In the dynamic analysis, the system calculates the peak value of σ_pillar_avg over the entire time history of the seismic motion and compares it with the static reference stress to obtain the peak value of the stress concentration factor under dynamic action.

[0132] The computer system defines monitoring points PA and PT at corresponding locations in the tunnel anchor chamber and the highway tunnel chamber, for example, at the points where the axes of the two chambers' vaults are closest to each other. In the dynamic time history analysis, the system records the displacement vector time histories U_A(t) and U_T(t) of these two points in the same global coordinate system, and calculates the relative displacement time histories ΔU(t) = U_T(t) - U_A(t). Special attention is paid to the time histories of the horizontal and vertical components perpendicular to the line connecting the axes of the two tunnels, and the absolute peak values ​​of these component time histories are extracted as indicators to measure the degree of relative displacement of the two tunnels during an earthquake.

[0133] The determination analysis of the dynamic response interference coefficient requires two numerical models: one is the realistic proximity model Model_Near, and the other is the isolated tunnel anchor model Model_Isolated, which assumes no adjacent highway tunnels. Both models maintain consistency in lithology, size, and seismic input under other conditions. The computer system performs the same dynamic time history analysis on both models. For the monitoring point at the crown of the highway tunnel defined in Model_Near, the system compares its acceleration response peak a_near_peak with the acceleration peak a_iso_peak calculated at the same spatial location in Model_Isolated, assuming that the point exists in the rock mass. The dynamic response interference coefficient η is defined as η=a_near_peak / a_iso_peak. η>1 indicates that the seismic response at this point is amplified due to the presence of the tunnel anchor; η<1 indicates that it is weakened or shielded.

[0134] At each output time t_i of the dynamic time history analysis, the computer system calculates the shortest spatial distance D(t_i) between the main plastic cluster of the tunnel anchor and the main plastic cluster of the highway tunnel. The system defines the plastic zone development convergence function P(t) = 1 / [D(t) + δ], where δ is a small constant to prevent division by zero errors. The larger the value of P(t), the closer the two plastic zones are. The system plots the curve of P(t) changing with time and extracts its maximum value P_max and the time when it reaches the maximum value. P_max intuitively reflects the degree to which the plastic zones of the two structures are closest during the dynamic process.

[0135] Furthermore, in step S6, generating and outputting a visual collaborative analysis report specifically includes the following sub-steps:

[0136] S61: Call the three-dimensional graphics rendering engine to integrate and render the multi-dimensional geological engineering model, the stress cloud map, displacement cloud map and plastic zone distribution in the static response features, the dynamic plastic zone evolution animation, key point displacement, acceleration or stress time history curves in the dynamic response features.

[0137] S62: In the rendered 3D scene, the status of the key safety control points extracted in S34 at different analysis stages is displayed by using a combination of highlighting, isosurface, profile streamline, and time history curve annotation, as well as the plastic zone connected risk areas identified in S5.

[0138] S63: Generate a multi-view comparison and analysis panel, including a bar chart comparing the peak values ​​of static and dynamic responses, a curve showing the change of safety factor under different seismic levels, and a radar chart comparing collaborative indicators under different tunnel-anchor spacings, different surrounding rock conditions, and different relative positions under multiple mission conditions.

[0139] S64: Based on a preset analysis rule base, automatically interpret the results of the collaborative analysis, and generate a security evaluation conclusion with text description in the report based on the automatic interpretation results;

[0140] S65: Provides an interactive report exploration function, allowing users to view all detailed analysis data corresponding to any location or data point by clicking on any location in the 3D scene or a graphic element in the multi-view comparison analysis panel.

[0141] In this embodiment, the report generation engine of the computer system first loads the 3D geological engineering model mesh and terrain surface from step S2. The engine sets up multiple transparent visualization layers. The first layer renders geological bodies and colors them according to lithology. The second layer renders tunnel anchors and highway tunnel structures and displays them in a semi-transparent or wireframe mode. The third layer is used to overlay mechanical data: the engine reads the static stress cloud map data from step S3 and maps it onto the model units, using a continuous color spectrum, such as blue-red, to represent low to high stress for color rendering. At the same time, the engine reads the dynamic stress peak cloud map data from step S4 and displays it overlaid or compared using another set of color spectrum or isosurface. For plastic zones, the engine fills all units marked as plastic in static or dynamic analysis with a specific opaque color, such as red, to make them stand out in the 3D scene. The engine also supports playing continuous frame animations of the evolution of plastic zones in the dynamic time history.

[0142] In a 3D scene, the report generation engine receives and identifies a set of key safety control points. The engine places prominent 3D markers, such as glowing spheres or anchor icons, at the spatial coordinates of these points. When the user hovers the mouse over or clicks a marker, the engine pops up an information box that dynamically displays a detailed data list of that point in all analysis steps, such as static displacement value, peak dynamic displacement, dynamic-to-static ratio, and whether it has entered the plastic zone. For areas identified as having connectivity risks or areas that have already connected in the plastic zone, the engine marks the area with a flashing, bright bounding box or a special texture, such as warning stripes, and permanently displays relevant information about the connectivity event in the scene.

[0143] The report generation engine features a dedicated chart area on the side or bottom of the graphical user interface. The engine calls upon a chart library to automatically generate a series of comparative charts: 1. Bar chart comparison: The horizontal axis represents the names of different key monitoring points, and the vertical axis represents the displacement or stress value at that point. Each group of bars includes both static and dynamic peak values, providing a direct comparison of static and dynamic differences; 2. Safety factor curve: The horizontal axis represents different ground motion levels (PGA), and the vertical axis represents the corresponding tunnel anchor pull-out safety factor based on limit state judgment, showing the trend of decreasing safety factor as earthquake intensity increases; 3. Collaborative index radar chart: For different working conditions, such as different spacing, the calculated rock column stress concentration factor, peak displacement difference between tunnels, dynamic interference coefficient, and other indicators are normalized and plotted on the same radar chart. Different working conditions are represented by polygons of different colors, facilitating a direct comparison of the comprehensive interaction patterns under various working conditions.

[0144] The report generation engine has a built-in configurable rule base, with each rule being an IF-THEN logical statement. For example, rule 1: IF peak dynamic displacement / static displacement value of key point A > 3.0 AND this point has entered the plastic zone THEN conclusion fragment = point A reacted violently in the earthquake and has yielded, requiring close attention; rule 2: IF plastic zone connectivity event occurs == TRUETHEN conclusion fragment = under the input seismic motion, the tunnel anchor and the surrounding rock of the highway tunnel connected in the plastic zone, and the structural system reached its limit state. The engine traverses all preset rules, checks whether the collaborative analysis results data in step S5 triggers the conditions of these rules, and automatically extracts, sorts, and combines the THEN conclusion fragments corresponding to all triggered rules to form a coherent text paragraph, which is inserted into the safety evaluation section of the report. For parts that do not trigger any alarm rules, a default description of normal working status is generated.

[0145] The final generated electronic report is a highly interactive document. When viewing the 3D scene, users can freely rotate, zoom, and pan the view, and can switch between showing / hiding different data layers at any time, such as showing only the plastic zone. Clicking on any data point in a 2D chart, such as a bar in a bar chart, will automatically rotate and zoom the 3D scene to the location of the key monitoring point represented by that data point, achieving interactive views. The report supports a bookmark function, allowing users to save specific and important analysis view states, such as the model stress state at the moment of connection, as bookmarks and quickly jump to them in the report's table of contents. All charts and data can be exported to common formats such as PNG and CSV for further use.

[0146] Furthermore, the method also includes S8: a seismic zoning step based on the results of collaborative analysis, including:

[0147] S81: Based on the results of the aforementioned collaborative analysis, define seismic dynamic zoning indicators, including: the maximum range of the dynamic plastic zone, the peak relative displacement between tunnels, the increase in dynamic bending moment of key structural sections, and the dynamic response interference coefficient in the collaborative indicators;

[0148] S82: Based on the collaborative analysis results of multi-task and multi-level seismic inputs, the numerical distribution range of the seismic dynamic zoning index under different working condition combinations is statistically analyzed.

[0149] S83: Based on the numerical distribution range, the spatial area between the tunnel anchor and the highway tunnel is divided into a strong influence zone, a weak influence zone, and an unaffected zone according to the intensity of the mutual influence of earthquakes.

[0150] S84: Integrate the partitioning results into the visualization collaborative analysis report generated in S6 in the form of a three-dimensional color block map, and label the recommended design countermeasures and seismic structural measures for different partitions.

[0151] In this embodiment, the computer system defines a grading index system for classifying the degree of earthquake impact. This system includes multiple quantitative indicators, all derived from the results of the aforementioned collaborative analysis: I1. Maximum depth / range of the dynamic plastic zone: refers to the maximum radial extension distance of the plastic zone extending outward from the tunnel anchor wall or highway tunnel wall in a specific direction, such as perpendicular to the tunnel axis, during rare earthquake leveling analysis; I2. Peak value of relative displacement between tunnels: the absolute value of the peak value of the calculated relative displacement time history between tunnels; I3. Increase in structural dynamic internal forces: the percentage increase of the peak bending moment generated by key sections of the highway tunnel, such as the arch foot, during seismic motion, relative to its static design bending moment value; I4. Dynamic response interference coefficient: using the calculated η value, the system sets two thresholds for each indicator: a lower concern threshold and a higher control threshold.

[0152] The computer system aggregates all collaborative analysis results data performed under various working conditions. These working condition combination variables include: different distances between the tunnel anchor and the highway tunnel axis, such as 1D, 2D, and 3D, where D is the tunnel diameter; different surrounding rock grades, such as III, IV, and V; and different relative positional relationships, such as parallel, staggered, and oblique. For each working condition combination, the system performs multi-level seismic dynamic analysis. The system now performs a large-scale data scan on the analysis results data of all working conditions, and for the above four zoning indicators I1-I4, it statistically analyzes their minimum, maximum, and common intervals of numerical distribution range under all working conditions and all seismic levels.

[0153] Based on statistical induction results and preset thresholds, the computer system performs automatic partitioning in the 3D model space. The partitioning algorithm traverses the rock mass space between the tunnel anchor and the highway tunnel, discretizing it into small voxel grids. For each voxel, the system determines which group or groups of typical working conditions it belongs to based on its spatial location. Then, the system queries the data obtained from the collaborative analysis under that group of working conditions to predict the index levels that the voxel location may experience, such as the stress level at that location, the probability of becoming a plastic zone, and the seismic amplification factor. Based on the comparison between the prediction results and the thresholds, the system classifies the voxels as follows: 1) Strong influence zone: at least one of the predicted indexes I1, I2, or I3 exceeds the control threshold, and the plastic zone has a high risk of connectivity; this area is rendered as a red semi-transparent body in the 3D model; 2) Weak influence zone: some of the predicted indexes I1-I4 exceed the concern threshold but none exceed the control threshold, and the plastic zone may develop independently but has a low risk of connectivity. This area is rendered with a yellow semi-transparent body; 3) No-impact area: All predicted indicators are below the attention threshold, and the mutual influence of ground motions can be ignored; this area is not specially rendered, or marked in blue.

[0154] The computer system integrates the generated 3D spatial impact zoning model as a separate layer into the final visual collaborative analysis report in step S6. The report includes a legend of the zoning model, and more importantly, the system generates standardized design countermeasures and seismic resistance measures recommendations for each zoning zone. For example, for a strong impact zone, the recommendations might include: other important underground structures are strictly prohibited in this area; the support structure of the tunnel anchor and highway tunnel must be designed with seismic resistance enhancement, and it is recommended to use steel fiber reinforced concrete or increase the reinforcement ratio; and the installation of damping layers or buffer materials should be considered. For a weak impact zone, the recommendations might include: construction in this area requires enhanced monitoring and measurement; the support structure should be designed according to conventional seismic fortification requirements. These recommendations are associated with the 3D zoning model, and clicking on different colored areas in the model will bring up the corresponding recommendation text. Finally, the system integrates the zoning principles, threshold recommendations, graphic methods, and design countermeasures to form a draft framework of technical guidelines for seismic dynamic impact zoning of tunnel anchors near highway tunnels, which can be used as a reference for similar projects.

[0155] Furthermore, the aforementioned proximity tunnel project specifically refers to a suspension bridge constructed in a deep mountain valley, using tunnel anchors as the anchoring system, where the tunnel anchor chamber is spatially adjacent to the existing or newly constructed highway tunnel chamber. The method is applied to support the design optimization of the suspension bridge tunnel anchor, the determination of construction procedures, the safety monitoring during operation, and the formulation of earthquake resistance and disaster reduction technical standards.

[0156] In this embodiment, the proximity tunnel engineering applied to the method has a clear engineering definition and scenario constraints: the project refers to the construction of a suspension bridge spanning a deep river valley in mountainous terrain. This suspension bridge uses tunnel-type anchorages as its main load-bearing anchoring structure. The tunnel anchorage bears the enormous tension of the main cable by excavating a deep, long chamber in intact or relatively intact bedrock and pouring a large-volume concrete anchor plug. Simultaneously, within a spatial proximity of this tunnel anchorage chamber, typically within several times the tunnel diameter, there exists a tunnel chamber serving highway traffic, forming a proximity relationship between the two. The analytical process and results provided by this method are specifically designed to guide the comparison and optimization of tunnel anchorage design schemes in such specific projects, determine the reasonable construction sequence and key process control points of the tunnel anchorage and highway tunnel, formulate targeted structural health monitoring schemes during the operation period, and provide quantitative analytical basis and preliminary technical standards for formulating seismic design provisions and construction safety distance regulations for such proximity projects in high seismic intensity areas.

[0157] In the several embodiments provided in this application, it should be understood that the disclosed systems, apparatuses, and methods can be implemented in other ways. For example, the apparatus embodiments described above are merely illustrative; for instance, the division of units is only a logical functional division, and in actual implementation, there may be other division methods. For example, multiple units or components may be combined or integrated into another system, or some features may be ignored or not executed. Furthermore, the coupling or direct coupling or communication connection shown or discussed may be through some interfaces, or indirect coupling or communication connection between apparatuses or units, and may be electrical, mechanical, or other forms.

[0158] Furthermore, the functional units in the various embodiments of this application can be integrated into one processing unit, or each unit can exist physically separately, or two or more units can be integrated into one unit. The integrated units described above can be implemented in hardware or as software functional units. The above are merely embodiments of this application and do not limit the patent scope of this application. Any equivalent structural or procedural transformations made based on the description and drawings of this application, or direct or indirect applications in other related technical fields, are similarly included within the patent protection scope of this application.

[0159] The specific embodiments of the invention have been described in detail above, but they are only examples, and this application is not limited to the specific embodiments described above. For those skilled in the art, any equivalent modifications or substitutions to the invention are also within the scope of this application. Therefore, all equivalent changes, modifications, and improvements made without departing from the spirit and principles of this application should be covered within the scope of this application.

Claims

1. A method for collaborative seismic safety analysis of multimodal data in near-tunnel engineering, characterized in that, The method includes: S1: Obtain the engineering status data set and seismic load case set related to the adjacent tunnel project; S2: Based on the engineering status data set, construct a multi-dimensional geological engineering model corresponding to the adjacent tunnel project; S3: Apply static loads corresponding to the engineering state data set to the multidimensional geological engineering model, perform static finite element analysis, and obtain the static response characteristics of the adjacent tunnel project under static load. S4: On the multidimensional geological engineering model, the initial stress field is determined based on the static response characteristics, and the corresponding dynamic load is applied according to the seismic load case set. Dynamic time history analysis is performed to obtain the dynamic response characteristics of the adjacent tunnel project under dynamic action. S5: Perform a collaborative analysis of the static response characteristics and the dynamic response characteristics to identify the spatial distribution, expansion trend and connectivity possibility of the plastic zone of the surrounding rock of the tunnel anchor and the plastic zone of the surrounding rock of the adjacent highway tunnel under static and dynamic conditions, and compare and analyze the response peak value and variation law of the key control points under static and dynamic action. S6: Based on the results of the collaborative analysis, generate and output a visual collaborative analysis report for seismic safety evaluation; In step S5, the computer system establishes a collaborative analysis database to associate and store the static analysis results of step S3 and the dynamic analysis results of step S4 for the same monitoring point or the same model area. The system performs the following association operations: numerically compares the peak displacement of the monitoring point in the dynamic analysis with the corresponding displacement value in the static analysis and calculates their ratio; performs a Boolean operation on the three-dimensional spatial distribution grid of the final plastic zone of the tunnel anchor surrounding rock in the dynamic analysis with the plastic zone grid obtained from the static analysis to calculate the difference in volume and the spatial overlap rate between the two; the system tracks the expansion process of the boundary of the plastic zone of the tunnel anchor and the boundary of the plastic zone of the highway tunnel in the dynamic time history, and judges the change of the shortest distance between the two plastic zone boundaries in real time through a spatial distance calculation algorithm, and records the seismic motion time corresponding to when the distance reaches the minimum value.

2. The method according to claim 1, characterized in that, The engineering status data set includes engineering geological parameters, structural design parameters, and construction stage parameters; the seismic load case set includes seismic motion time history data corresponding to different waterproofing levels. The multidimensional geological engineering model includes at least: a three-dimensional geological model representing the mountain topography and stratum distribution, a refined model of the tunnel anchor structure embedded in the three-dimensional geological model, and a structural model of the adjacent highway tunnel; The static response characteristics include the distribution of stress and strain in the surrounding rock, the distribution of internal forces in the structure, and the distribution of the plastic zone. The dynamic response characteristics include the time histories of ground motion displacement, acceleration, and stress at key locations, as well as the evolution of the dynamic plastic zone. The report shall include at least a graphical interface for displaying the comparison between static and dynamic responses, and qualitative conclusions on the engineering safety status based on the plastic zone connectivity criterion and the peak response ratio criterion. In S1, a sensor network deployed at the near-tunnel construction site is used to collect real-time monitoring data streams during the construction and operation periods. The monitoring data stream includes cable anchorage prestress data, tunnel anchor base contact pressure data, cable saddle foundation settlement and deformation data, rock mass displacement data around the anchorage, highway tunnel arch settlement and clearance convergence data, and tunnel initial support stress and strain data; the construction stage parameters in the engineering status data set are dynamically updated according to the monitoring data stream.

3. The method according to claim 2, characterized in that, In step S3, performing static finite element analysis specifically includes the following sub-steps: S31: Based on the construction stage parameters, simulate the entire construction process of the tunnel anchor and adjacent highway tunnel excavation, support and anchor body pouring in the multi-dimensional geological engineering model, perform full-process simulation analysis of construction, and obtain the incremental stress-strain field and cumulative displacement field of each construction stage. S32: Based on the model state after the simulation analysis of the entire construction process is completed, simulate the tension load of the main cable strand of the suspension bridge, and treat it as the distributed force applied to the rear end of the tunnel anchor plug. Calculate the stable stress-strain state of the adjacent tunnel project under the constant load during the operation period, and define it as the reference static state. S33: Based on the reference static state, perform parametric static pushover analysis, apply a monotonically increasing overload to the rear end of the tunnel anchor plug until the calculation of the multidimensional geological engineering model does not converge, thereby simulating the progressive failure process of the tunnel anchor and recording the ultimate load and failure mode at failure. S34: Based on the results of the simulation analysis of the entire construction process, the calculation of the benchmark static state, and the parametric static pushover analysis, the key safety control points of the adjacent tunnel project under static action are comprehensively extracted.

4. The method according to claim 2, characterized in that, In step S4, performing dynamic time history analysis specifically includes the following sub-steps: S41: Select multiple sets of ground motion time history data with different peak ground acceleration and spectral characteristics from the set of seismic load conditions, and use them as input ground motions. The multiple sets of ground motion time history data correspond to multi-level seismic fortification requirements. S42: The stress field and displacement field under the reference static state obtained in S3 are used as the initial state of the multidimensional geological engineering model, and the structural self-weight and dead load constructed in S2 are applied. S43: On the base boundary of the multidimensional geological engineering model, input each set of input ground motions in sequence, and perform three-dimensional dynamic time history analysis using explicit or implicit integration methods; S44: For the analysis results of each set of input ground motions, extract the peak values ​​of dynamic response of each key safety control point and key section of the structure, analyze the spatial distribution and time evolution of plastic units of tunnel anchor surrounding rock and highway tunnel surrounding rock throughout the entire ground motion time history, and pay attention to the volume growth of the plastic units and the relative distance change between the boundaries of the tunnel anchor plastic zone and the highway tunnel plastic zone. S45: Compare and analyze the response values ​​at the same location under static load with the peak values ​​of dynamic response under different level ground motions, calculate the dynamic-to-static response ratio, assess the amplification effect of seismic dynamic action relative to static action, compare and analyze the internal forces of highway tunnel support structures under static conditions with the time history changes of internal forces during ground motion, evaluate the degree of influence of ground motion on the redistribution of internal forces and potential overload risk.

5. The method according to claim 2, characterized in that, In step S5, identifying the connectivity possibility of the plastic region specifically includes: In the dynamic response characteristic analysis, a judgment criterion is set: when the plastic zone of the surrounding rock of the tunnel anchor and the plastic zone of the surrounding rock of the adjacent highway tunnel are in spatial contact or overlap at any moment in the earthquake time history, it is determined that the plastic zones are connected. The collaborative analysis includes tracking the seismic input time, seismic intensity index, and overall displacement and stress field state of the adjacent tunnel project at the time corresponding to the connection of the plastic zone, so as to serve as a virtual experimental basis for evaluating the adjacent tunnel project to reach the ultimate bearing capacity under seismic loading.

6. The method according to claim 2 or 3, characterized in that, The method also includes S7: Special analysis of the influence of the overlying soil layer, wherein S7 specifically includes: S71: In the multidimensional geological engineering model, the geometric range and excavation boundary of the overburden layer above the tunnel anchor are defined parametrically; S72: Simulate various overburden excavation conditions, including at least: no excavation, partial excavation to different elevations, and complete excavation to the bedrock surface; S73: For each excavation condition, re-execute the full-process simulation analysis and benchmark static state calculation in S3 to obtain the static response of the tunnel anchor and the adjacent highway tunnel under that condition. S74: For the static state after each excavation condition, perform the dynamic time history analysis in S4 to obtain the dynamic response characteristics under that condition. S75: Collaborative comparative analysis of the changes in the ultimate pull-out bearing capacity of tunnel anchors, the changes in static and dynamic safety factors, the changes in the impact on the internal forces of the lining of adjacent highway tunnels, and the changes in the expansion rate and range of the plastic zone under seismic action under different overburden excavation conditions. Based on the analysis results, the safety threshold for overburden excavation is determined and engineering control recommendations are proposed.

7. The method according to claim 1, characterized in that, S5 also includes a cross-structure collaborative index extraction step: Based on the static response characteristics and the dynamic response characteristics, synergistic indicators for comprehensively evaluating the mutual influence of adjacent tunnel projects are calculated and extracted. The synergistic indicators include: rock column stress concentration factor, inter-tunnel displacement difference, dynamic response interference factor, and plastic zone development convergence degree; The stress concentration factor of the rock column is defined as the ratio of the average stress in the core area of ​​the rock mass between the tunnel anchor and the highway tunnel to the stress in the far-field rock mass. The displacement difference between tunnels is defined as the relative displacement time history of corresponding measuring points in two tunnels in a direction perpendicular to the tunnel axis during a seismic event. The dynamic response interference coefficient is defined as the ratio of the peak seismic response at a critical location in the tunnel under proximity conditions to the peak response at the same location under conditions without adjacent structures. The plastic zone development convergence is defined as a function of the shortest distance between the boundaries of the plastic zones of two tunnels changing over time.

8. The method according to claim 3, characterized in that, In step S6, generating and outputting a visual collaborative analysis report specifically includes the following sub-steps: S61: Call the three-dimensional graphics rendering engine to integrate and render the multi-dimensional geological engineering model, the stress cloud map, displacement cloud map and plastic zone distribution in the static response features, the dynamic plastic zone evolution animation, key point displacement, acceleration or stress time history curves in the dynamic response features. S62: In the rendered 3D scene, the status of the key safety control points extracted in S34 at different analysis stages is displayed by using a combination of highlighting, isosurface, profile streamline, and time history curve annotation, as well as the plastic zone connected risk areas identified in S5. S63: Generate a multi-view comparison and analysis panel, including a bar chart comparing the peak values ​​of static and dynamic responses, a curve showing the change of safety factor under different seismic levels, and a radar chart comparing collaborative indicators under different tunnel-anchor spacings, different surrounding rock conditions, and different relative positions under multiple mission conditions. S64: Based on the preset analysis rule base, the results of the collaborative analysis are automatically interpreted, and a security evaluation conclusion with text description is generated in the report based on the automatic interpretation results; S65: Provides an interactive report exploration function, allowing users to view all detailed analysis data corresponding to any location or data point by clicking on any location in the 3D scene or a graphic element in the multi-view comparison analysis panel.

9. The method according to claim 2, characterized in that, The method further includes S8: a seismic motion zoning step based on the results of collaborative analysis, including: S81: Based on the results of the aforementioned collaborative analysis, define seismic dynamic zoning indicators, including: the maximum range of the dynamic plastic zone, the peak relative displacement between tunnels, the increase in dynamic bending moment of key structural sections, and the dynamic response interference coefficient in the collaborative indicators; S82: Based on the collaborative analysis results of multi-task and multi-level seismic inputs, the numerical distribution range of the seismic dynamic zoning index under different working condition combinations is statistically analyzed. S83: Based on the range of the numerical distribution, the spatial area between the tunnel anchor and the highway tunnel is divided into a strong influence zone, a weak influence zone, and an unaffected zone according to the intensity of the mutual influence of earthquakes. S84: Integrate the partitioning results into the visualization collaborative analysis report generated in S6 in the form of a three-dimensional color block map, and label the recommended design countermeasures and seismic structural measures for different partitions.

10. The method according to claim 2, characterized in that, The aforementioned proximity tunnel project specifically refers to a suspension bridge constructed in a deep mountain valley, using tunnel anchors as the anchoring system. The tunnel anchor chambers are spatially adjacent to existing or newly constructed highway tunnel chambers. The method described is applied to support the design optimization of the suspension bridge tunnel anchors, the determination of construction procedures, the safety monitoring during operation, and the formulation of earthquake resistance and disaster reduction technical standards.

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