Tunnel construction surrounding rock-soil body parameter prediction method based on spatial variation characteristics

Abstract

The invention discloses a tunnel construction surrounding rock-soil body parameter prediction method and system based on spatial variation characteristics, and the method comprises the steps: determining a sampling scheme in combination with geological survey information, collecting an undisturbed rock-soil body sample, obtaining core parameters through a test, and building an initial rock-soil body parameter database; combing tunnel construction disturbance factors, coupling a mechanical formula on the basis of the initial parameters, importing the coordinates of the existing building, and constructing a three-dimensional model fusing the stratum, the construction effect and the structural response; constructing an unconstructed state parameter spatial distribution model based on the initial database, introducing a disturbance factor to establish a parameter mapping relation, and completing the construction of a rock-soil mass parameter spatial variation model through the comparison and iterative adjustment of a field test value and a prediction parameter; monitoring points are arranged along the tunnel construction line, data are collected in real time and input into the model, the rock-soil body core mechanical parameter change trend in the future time period is predicted, and a distribution result is output. And a guarantee is provided for the safety and economy of tunnel construction.

Description

Technical Field

[0001] This invention belongs to the field of geotechnical parameter prediction technology, and more specifically, relates to a method for predicting geotechnical parameters around tunnel construction based on spatial variability characteristics. Background Technology

[0002] In the field of tunnel engineering, accurate understanding of soil and rock parameters is crucial for construction safety, project quality, and cost control. However, soil and rock masses exhibit significant spatial variability, and their mechanical parameters (such as cohesion, internal friction angle, and elastic modulus) often differ considerably at different spatial locations. Traditional methods for obtaining soil and rock parameters largely rely on discrete on-site sampling and testing. This approach is not only costly and inefficient but also fails to comprehensively reflect the spatial distribution patterns of the parameters.

[0003] In actual tunnel construction, due to a lack of effective understanding of the spatial variability of soil and rock parameters, engineers often rely on empirical values ​​or single average values ​​to guide construction. This approach has significant drawbacks: firstly, it cannot accurately match the actual distribution of the soil and rock mass, easily leading to unreasonable construction plans and increasing construction risks, such as collapse accidents caused by insufficient estimation of soil and rock strength during tunnel excavation; secondly, it also leads to waste of resources, for example, excessive reinforcement or unreasonable support design can significantly increase project costs.

[0004] As tunnel engineering expands into more complex geological conditions, such as traversing water-rich strata and karst formations, the spatial variability of soil and rock parameters has an increasingly prominent impact on construction. Furthermore, traditional parameter prediction methods are mostly based on static analysis, making it difficult to dynamically reflect the impact of construction disturbances (such as shield tunneling and pipe jacking) on ​​soil and rock parameters. During construction, soil and rock are subjected to mechanical cutting, compression, and stress redistribution, causing dynamic changes in their mechanical parameters. Failure to predict these changes accurately and promptly will severely complicate construction decisions and may even lead to serious engineering accidents.

[0005] Furthermore, existing technologies have shortcomings in iterative optimization of parameter prediction. They lack effective means to correlate and dynamically adjust field-measured data with model predictions, resulting in models whose accuracy fails to meet actual engineering needs. Therefore, accurately characterizing the spatial variability of soil and rock parameters, dynamically predicting parameter changes under construction disturbances, and iteratively optimizing the prediction model using field data have become pressing practical problems in the field of tunnel engineering. Summary of the Invention

[0006] This invention aims to address the challenges of understanding the spatial variability of soil and rock parameters and predicting the impact of construction disturbances during tunnel construction. By constructing an initial parameter database and a three-dimensional model, and combining geostatistical interpolation to establish a parameter distribution model for the unconstructed state, a mapping relationship is constructed by introducing disturbance factors. Through iterative optimization based on on-site measurements, a spatial variability model is formed. Finally, dynamic parameter prediction is achieved through real-time monitoring, providing support for construction safety and scheme optimization.

[0007] To address the aforementioned deficiencies or improvement needs of existing technologies, as a first aspect of this invention, the present invention provides a method for predicting soil and rock parameters surrounding tunnel construction based on spatial variability characteristics, comprising: S1. For the tunnel construction area, a sampling plan is determined based on geological survey information and undisturbed rock and soil samples are collected. After obtaining core parameters through rock and soil mechanics tests, these parameters are integrated with the stratigraphic, hydrological and existing building information in the survey report to construct an initial rock and soil parameter database containing spatial coordinates, geological properties and mechanical parameters. S2. Review the relevant processes, working conditions and stratum disturbance factors of tunnel construction, and construct a three-dimensional model in two steps through geotechnical engineering numerical simulation. First, use the initial parameters as the basis to discretize the calculation units, and establish the relationship between the stratum and the construction action by coupling mechanical formulas. Then, import the coordinates of the existing building, and realize the collaborative modeling of it and the stratum through spatial and deformation formulas. Finally, a three-dimensional model integrating the stratum, construction action and structural response is formed. S3. Based on the initial soil and rock mass parameter database, a spatial distribution model of soil and rock mass parameters in the unconstructed state is constructed using geostatistical interpolation methods, and the distribution law is clarified. Key disturbance factors and weights are introduced to establish parameter mapping relationships. The weights are iteratively adjusted by comparing the field test values ​​of the constructed road sections with the model prediction parameters, and the spatial variation model of soil and rock mass parameters is completed. S4. Set up monitoring points along the tunnel construction line to collect real-time data on soil and rock displacement, stress, and construction parameters. Input the data into the spatial variation model of soil and rock parameters to predict the changing trend of core mechanical parameters of soil and rock within a preset time period and output the distribution results.

[0008] Furthermore, the geological exploration information in S1 includes: The geological distribution characteristics of the tunnel construction area, the tunnel design burial depth parameters, the regional hydrogeological conditions, the location information of existing buildings in the construction area, and the net distance data between existing buildings and the tunnel; Among them, the stratigraphic distribution characteristics include stratigraphic type, layer thickness and spatial distribution; hydrogeological conditions include groundwater depth, groundwater type and occurrence state; existing buildings include existing subway lines, viaducts and underground utility tunnels, and their location information includes plane coordinates and vertical elevation.

[0009] Furthermore, the process of obtaining the core parameters in S1 is as follows: For the undisturbed rock and soil samples collected from the tunnel construction area, physical and mechanical tests were conducted using geotechnical mechanics testing equipment. The water content, density, cohesion, internal friction angle, and elastic modulus of the samples were obtained through the tests. If the stratum corresponding to the sample is a weak stratum, additional characteristic tests were conducted for this type of sample to establish relevant data on stratum disturbance. The parameters obtained from the tests and the relevant data were combined to form the core parameters.

[0010] Furthermore, the process of establishing the relationship between the formation and construction actions using the coupled mechanics formula in S2 is as follows: Based on the initial soil and rock parameter database constructed using S1, arbitrary spatial coordinates are extracted from the database. Corresponding formation physical and mechanical parameters: water content ,density Cohesion internal friction angle Elastic modulus The tunnel construction area is divided into spatial steps. Discretized into three-dimensional computational units; The mechanical constitutive relation of each element is established by coupling the Mohr-Coulomb strength formula with the generalized Hooke's law, where the Mohr-Coulomb strength formula is used to describe the shear resistance of the element, and its expression is: , In the formula, For element shear stress, For the element's normal stress, this formula directly relates to the cohesion and internal friction angle parameters at different spatial coordinates, ensuring that the element's mechanical properties match the actual formation. The generalized Hooke's law is used to describe the element's elastic deformation characteristics, and its expression is: , In the formula, For element normal stress, Using the element strain as an example, a quantitative relationship between element stress and strain is established through the performance modulus parameter. When embedding the mechanical action model of tunnel construction technology, for shield tunneling, the mechanical influence of the cutting action on the strata is simulated using the cutterhead cutting force formula, which is expressed as follows: , In the formula, The cutting force of the cutter head. The radius of the shield cutterhead, The initial geostress of the corresponding stratum is determined by density. Based on the burial depth calculation, a direct correlation between construction load and initial ground stress is achieved; For pipe jacking construction, the squeezing effect of the pipe section on the surrounding strata is simulated using the pipe jacking thrust formula, which is expressed as follows: , In the formula, For pipe jacking propulsion, The outer diameter of the jacking pipe. This represents a single jacking displacement. The formula, which uses the elastic modulus parameter to quantitatively link the thrust to the ground stiffness, reflects the differences in the response of different ground formations to construction loads.

[0011] Furthermore, the process of achieving co-modeling between the structure and the strata in S2 through spatial and deformation formulas is as follows: Import the spatial coordinates of existing buildings from the survey information. Then, the spatial relationship between the existing structure and the surrounding stratigraphic units is defined using the spatial distance formula, the expression of which is: , In the formula, Let be the spatial clearance between the stratigraphic unit and the existing structure; simultaneously, a mechanical model of the existing structure is constructed, and its strain is correlated with the strain of the surrounding stratigraphic units through a cooperative deformation formula, expressed as: , In the formula, For the strain of the existing structure. The existing structural feature dimensions are combined with the structure's own elastic modulus. ,pass Calculate structural stress This enables the coordinated coupling of existing structures and stratum deformation.

[0012] Furthermore, the construction process of the spatial distribution model of soil and rock parameters in the unconstructed state in S3 is as follows: Based on the constructed initial soil and rock parameter database, arbitrary spatial coordinates are extracted from the database. The corresponding core mechanical parameter: cohesion internal friction angle Elastic modulus and stratigraphic types We used geostatistical Kriging interpolation to construct a spatial interpolation model for each parameter.

[0013] Furthermore, the parameter mapping relationship in S3 is specifically as follows: Initial parameters of the spatial distribution model of soil and rock mass parameters in the unconstructed state: cohesion internal friction angle Elastic modulus Based on this, we introduce tunnel construction-related technologies, working conditions, and ground disturbance factors to establish a quantitative correlation between "initial parameters, construction disturbance, and dynamic parameters" using mechanical formulas. Considering the disruption of moisture migration and interparticle bonding caused by construction disturbance, the dynamic cohesion is calculated using the following formula. : , in, The cutting energy per unit volume of the tunnel boring machine cutterhead. The density of water, The depth of the stratigraphic unit. This represents changes in formation saturation. Based on the disturbance of formation particle arrangement caused by pipe jacking construction, the dynamic internal friction angle is calculated using the following formula. : , in, To assess the formation strain caused by the extrusion of the pipe jacking section, the influence of strain on the particle sliding surface is used to quantify the change in friction angle caused by construction. The dynamic elastic modulus is calculated using the following formula, taking into account both the additional stress from construction and the damage effect of the geological structure. : , in, By applying additional stress during construction, the deterioration effect of construction on the elastic modulus is quantified through the influence of stress on the development of microfractures in the formation.

[0014] Furthermore, the method for constructing the spatial variation model of soil and rock parameters in S3 is as follows: Dynamic parameters tested on-site in the constructed road section: dynamic cohesion Dynamic internal friction angle Dynamic elastic modulus With the corresponding model prediction parameters Based on this, the model is iterated through deviation feedback linked by physical mechanisms. The specific process is as follows: Calculate the characteristic quantity of the deviation between the field test value and the predicted value; for cohesion, take the deviation ratio. For the internal friction angle, take the deviation angle. For the elastic modulus, take the deviation rate. ; The perturbation factor generation logic of the deviation feature quantity is back-embedded into the 3D model; the corrected cutting energy of the cutterhead. After substituting into the dynamic cohesion formula, a direct correlation is established between the new predicted value and the measured value: , Corrected jacking pipe extrusion strain Substituting into the dynamic internal friction angle formula: By automatically eliminating angle deviations through trigonometric function relationships, we obtain: , Corrected construction additional stress Substituting into the dynamic elastic modulus formula, and utilizing the physical relationship between stress and modulus to correct for the deviation, we obtain: , Corrected perturbation factor , , Re-enter the parameter mapping relationship and generate an updated global parameter distribution based on the spatial distribution model of parameters in the unconstructed state; repeat the above process of "deviation characteristic calculation - disturbance factor correction and global parameter update" until... Approaching 1 Approaching 0 Approaching 0, the spatial variation model of soil and rock parameters is finally completed.

[0015] As a second aspect of the present invention, a system for predicting soil and rock parameters around tunnel construction based on spatial variability characteristics is also provided, comprising: The basic data construction unit is used to determine the sampling plan and collect undisturbed rock and soil samples for the tunnel construction area by combining geological exploration information. After obtaining the core parameters through rock and soil mechanics tests, the parameters are integrated with the stratigraphic, hydrological and existing building information in the exploration report to construct an initial rock and soil parameter database containing spatial coordinates, geological properties and mechanical parameters. The three-dimensional model building unit is used to sort out the processes, working conditions and stratum disturbance factors related to tunnel construction. The three-dimensional model is constructed in two steps through geotechnical engineering numerical simulation. First, the calculation unit is discretized based on the initial parameters, and the relationship between the stratum and the construction action is established by coupling mechanical formulas. Then, the coordinates of the existing building are imported, and the collaborative modeling of the building and the stratum is realized through spatial and deformation formulas. Finally, a three-dimensional model integrating the stratum, construction action and structural response is formed. The spatial variation model optimization unit is used to construct a spatial distribution model of soil and rock parameters in the unconstructed state based on the initial soil and rock parameter database and to clarify the distribution law using geostatistical interpolation methods. It introduces key disturbance factors and weights to establish parameter mapping relationships, and iteratively adjusts the weights by comparing the field test values ​​of the constructed road sections with the model prediction parameters to complete the construction of the spatial variation model of soil and rock parameters. The parameter prediction application unit is used to set up monitoring points along the tunnel construction line, collect real-time data on soil and rock displacement, stress and construction parameters, input them into the soil and rock parameter spatial variation model, predict the change trend of core mechanical parameters of soil and rock within a preset time period, and output the distribution results.

[0016] As a third aspect of the invention, a computer-readable storage medium is also provided, on which a computer program is stored, which is executed by a processor as described in any one of the claims, a method for predicting soil and rock parameters around tunnel construction based on spatial variability characteristics.

[0017] Specifically, compared with the prior art, the above-described technical solutions conceived by this invention can achieve the following beneficial effects: 1. The present invention provides a method for predicting soil and rock parameters around tunnel construction based on spatial variability. This method constructs a spatial distribution model of soil and rock parameters in the unconstructed state. Using an initial soil and rock parameter database as a foundation, it extracts core mechanical parameters and stratum types corresponding to arbitrary spatial coordinates. Employing geostatistical Kriging interpolation, and combining the spatial distance between sampling points and prediction points with the variability function, it constructs spatial interpolation models for parameters such as cohesion, internal friction angle, and elastic modulus. This ultimately forms a three-dimensional distribution model containing spatial coordinates, mechanical parameters, and stratum types. This technology accurately presents the spatial distribution patterns of soil and rock parameters before construction, providing an initial benchmark for analyzing the dynamic changes of parameters under subsequent construction disturbances. This ensures a reliable basis for predicting soil and rock parameters, avoiding prediction biases caused by a lack of initial distribution knowledge, and guaranteeing the accuracy of subsequent analyses.

[0018] 2. The method for predicting soil and rock parameters around tunnel construction based on spatial variability characteristics of this invention establishes a parameter mapping relationship of "initial parameters - construction disturbance - dynamic parameters." Using the initial parameters in the unconstructed state as a benchmark, it introduces tunnel construction-related processes, working conditions, and ground disturbance factors, achieving quantitative correlation through mechanical formulas. For example, dynamic cohesion is calculated through the exponential relationship between initial cohesion, shield cutterhead cutting energy, and ground saturation; dynamic internal friction angle is correlated with the arctangent function of the initial friction angle and the extrusion strain of the jacking pipe; and dynamic elastic modulus is quantified through the square relationship between the initial elastic modulus and the additional stress during construction. This technology achieves the physical and quantitative coupling of construction disturbance factors and initial parameters, enabling real-time reflection of the dynamic changes in soil and rock parameters during construction. This allows engineers to clearly understand the degree of impact of construction on soil and rock parameters, providing data support for adjusting construction plans.

[0019] 3. The method for predicting soil and rock parameters around tunnel construction based on spatial variability characteristics of this invention iteratively adjusts the parameters by comparing on-site test values ​​with model predictions from constructed road sections. Based on the dynamic parameters from on-site tests and model predictions, a deviation feedback function is constructed, deviation characteristic quantities are calculated, and back-coupled to the disturbance factor calculation. After correction, the dynamic parameter distribution across the entire domain is regenerated, and this process is repeated until the deviation meets the engineering accuracy requirements. This technology deeply correlates on-site measured data with model parameters through a physically meaningful function, achieving iterative optimization of the model. This ensures the accuracy and reliability of the spatial variability model of soil and rock parameters, enabling the prediction results to better match actual construction conditions and providing strong support for the safety and economy of tunnel construction. Attached Figure Description

[0020] Figure 1 This is a flowchart of the method for predicting the parameters of the surrounding rock and soil mass based on the spatial variability characteristics of tunnel construction according to an embodiment of the present invention. Figure 2 This is a schematic diagram of the natural density and dry density as a function of depth in an embodiment of the present invention; Figure 3 This is a schematic diagram of the water content variation curve with depth according to an embodiment of the present invention; Figure 4 This is a schematic diagram of the changes in liquid limit, plastic limit, and related indicators with depth according to an embodiment of the present invention; Figure 5 This is a schematic diagram of the soil particle specific gravity variation curve with depth according to an embodiment of the present invention; Figure 6 This is a schematic diagram of the compressibility coefficient and porosity as a function of depth in an embodiment of the present invention; Figure 7 This is a system unit diagram of an embodiment of the present invention. Detailed Implementation

[0021] To make the objectives, technical solutions, and advantages of this invention clearer, the invention will be further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative and not intended to limit the invention. Furthermore, the technical features involved in the various embodiments of this invention described below can be combined with each other as long as they do not conflict with each other.

[0022] Example 1 Please refer to Figure 1 This embodiment 1 provides a method for predicting the parameters of the surrounding soil and rock mass during tunnel construction based on spatial variability characteristics, including: S1. For the tunnel construction area, a sampling plan is determined based on geological survey information and undisturbed rock and soil samples are collected. After obtaining core parameters through rock and soil mechanics tests, these parameters are integrated with the stratigraphic, hydrological and existing building information in the survey report to construct an initial rock and soil parameter database containing spatial coordinates, geological properties and mechanical parameters. S2. Review the relevant processes, working conditions and stratum disturbance factors of tunnel construction, and construct a three-dimensional model in two steps through geotechnical engineering numerical simulation. First, use the initial parameters as the basis to discretize the calculation units, and establish the relationship between the stratum and the construction action by coupling mechanical formulas. Then, import the coordinates of the existing building, and realize the collaborative modeling of it and the stratum through spatial and deformation formulas. Finally, a three-dimensional model integrating the stratum, construction action and structural response is formed. S3. Based on the initial soil and rock mass parameter database, a spatial distribution model of soil and rock mass parameters in the unconstructed state is constructed using geostatistical interpolation methods, and the distribution law is clarified. Key disturbance factors and weights are introduced to establish parameter mapping relationships. The weights are iteratively adjusted by comparing the field test values ​​of the constructed road sections with the model prediction parameters, and the spatial variation model of soil and rock mass parameters is completed. S4. Set up monitoring points along the tunnel construction line to collect real-time data on soil and rock displacement, stress, and construction parameters. Input the data into the spatial variation model of soil and rock parameters to predict the changing trend of core mechanical parameters of soil and rock within a preset time period and output the distribution results.

[0023] This embodiment 1 further elaborates on the above steps.

[0024] (1) Construction of basic data In tunnel engineering practice, accurate knowledge of soil and rock parameters is a crucial prerequisite for ensuring construction safety and controlling project quality and cost. However, soil and rock naturally exhibit significant spatial variability, with their mechanical parameters (such as cohesion, internal friction angle, and elastic modulus) varying greatly at different spatial locations. Traditional methods rely on discrete on-site sampling and testing, which is not only costly and inefficient but also fails to fully represent the spatial distribution patterns of these parameters.

[0025] In actual construction, due to a lack of effective understanding of the spatial variability of soil and rock parameters, engineers often rely on empirical values ​​or single average values ​​to guide construction. This approach has obvious drawbacks: on the one hand, it cannot accurately match the actual distribution of the soil and rock mass, which can easily lead to unreasonable construction plans and increase construction risks such as collapse; on the other hand, it can cause waste of resources, such as excessive reinforcement or unreasonable support design, which can significantly increase project costs.

[0026] As tunnel engineering expands into complex geological conditions (such as water-rich strata and karst strata), the spatial variability of soil and rock parameters becomes increasingly prominent. Meanwhile, traditional parameter prediction methods are mostly static analyses, making it difficult to dynamically reflect the impact of disturbances such as shield tunneling and pipe jacking on soil and rock parameters. During construction, soil and rock are subjected to mechanical cutting, compression, and stress redistribution, causing parameters to change dynamically. Failure to predict these changes accurately and in a timely manner will severely complicate construction decisions and may even lead to serious engineering accidents.

[0027] Based on this, in the tunnel construction area, a sampling plan is first formulated by combining geological survey information including stratum distribution characteristics (stratum type, layer thickness, spatial distribution), tunnel design burial depth, hydrogeological conditions (groundwater burial depth, type, occurrence state), location of existing buildings (subway, viaduct, pipe gallery, etc.) and net distance from the tunnel, and undisturbed rock and soil samples are collected.

[0028] Physical and mechanical tests are conducted using geotechnical testing equipment to obtain parameters such as water content, density, cohesion, internal friction angle, and elastic modulus of the samples. For samples from weak strata, additional characteristic tests are performed to establish data related to strata disturbance. These core parameters are then integrated with stratigraphic, hydrological, and existing structure information from the exploration report to construct an initial geotechnical parameter database containing spatial coordinates, geological properties, and mechanical parameters. This process overcomes the limitations of traditional sampling and testing, laying the foundation for accurately understanding the spatial distribution of geotechnical parameters and dynamically predicting parameter changes under construction disturbances.

[0029] Please refer to Figures 2-6 In a preferred embodiment, the variation curves of core parameters such as natural density, dry density, water content, liquid limit, plastic limit, liquidity index, plasticity index, compressibility coefficient, and void ratio with depth are also obtained through geotechnical mechanics tests. These curves intuitively and systematically demonstrate the spatial variability of geotechnical parameters, serving as a crucial basis for constructing an initial geotechnical parameter database containing spatial coordinates, geological properties, and mechanical parameters. This provides fundamental data support for subsequent construction of spatial distribution models of parameters in the unconstructed state based on geostatistics, establishment of parameter mapping relationships under construction disturbances, and iterative optimization of spatial variability models of geotechnical parameters. It helps to accurately grasp the dynamic changes of core mechanical parameters of geotechnical materials before and after construction, thereby providing strong data support for safety and scientific decision-making in tunnel construction.

[0030] Meanwhile, in a preferred embodiment, for undisturbed rock and soil samples of weak strata, a series of additional characteristic tests are conducted to establish strata disturbance correlation data. First, a dynamic triaxial test device is used to simulate cyclic dynamic loads during tunnel construction (such as periodic stresses generated by shield cutterhead cutting and pipe jacking). The dynamic elastic modulus, dynamic cohesion, and dynamic internal friction angle of the samples are tested under different dynamic stress amplitudes and frequencies to clarify the attenuation characteristics of dynamic loads on the mechanical parameters of weak strata.

[0031] Secondly, indoor simulated disturbance tests were conducted. A small shear apparatus was used to apply progressively increasing shear displacements to the samples (simulating the shear deformation of soil and rock during construction). The real-time attenuation of cohesion and internal friction angle during the shearing process was monitored simultaneously. The residual values ​​of parameters under different shear displacements were recorded, and a quantitative relationship between shear deformation and parameter attenuation was established.

[0032] Simultaneously, a water content-disturbance coupling test was conducted. The soft stratum samples were placed in different water content environments (simulating water content changes due to construction drainage or groundwater seepage), and then a standard disturbance load was applied to test the disturbance response of parameters under various water content conditions, so as to clarify the parameter variation law under the combined action of water content and disturbance.

[0033] Finally, by integrating the results of the above-mentioned coupled tests of dynamic load, shear deformation, and water content, a correlation model between the mechanical parameters of weak strata and various construction disturbance factors (dynamic stress, shear displacement, and water content changes) was established through data fitting. This resulted in strata disturbance correlation data that included disturbance type, disturbance degree, and parameter attenuation, providing a key basis for the dynamic prediction of parameters under subsequent construction disturbances.

[0034] (2) Three-dimensional model building In tunnel engineering, the impact of construction on the surrounding strata and existing structures is complex and directly related to project safety. Therefore, it is crucial to construct a model that accurately reflects this interaction. This process begins by identifying the types of tunnel construction techniques, specific working conditions, and potential ground disturbances, providing a clear analytical framework for subsequent simulations and resolving the prediction biases caused by traditional models neglecting construction details.

[0035] The construction of the 3D model is carried out in two steps, with the core being the organic integration of geological strata, construction actions, and structural responses. The first step focuses on the relationship between geological strata and construction actions. Based on an initial database of soil and rock parameters, the construction area is divided into multiple computational units, each corresponding to specific physical and mechanical parameters. Then, classical mechanics theory is used to establish the connection between the mechanical properties of the units and the construction loads. This approach overcomes the limitations of traditional homogeneous models, accurately reflecting the differentiated responses of different geological strata to construction actions—for example, the difference in stress and deformation between hard and soft soil layers during shield tunneling, or the squeezing feedback of strata with different stiffness during pipe jacking. This solves the problem of inaccurate matching between construction loads and geological characteristics, providing a basis for analyzing the scope and extent of construction disturbances.

[0036] Specifically, the process of establishing the relationship between formation and construction activities using coupled mechanics formulas is as follows: Based on the initial soil and rock parameter database constructed using S1, arbitrary spatial coordinates are extracted from the database. Corresponding formation physical and mechanical parameters: water content ,density Cohesion internal friction angle Elastic modulus The tunnel construction area is divided into spatial steps. Discretized into three-dimensional computational units; The mechanical constitutive relation of each element is established by coupling the Mohr-Coulomb strength formula with the generalized Hooke's law, where the Mohr-Coulomb strength formula is used to describe the shear resistance of the element, and its expression is: , In the formula, For element shear stress, For the element's normal stress, this formula directly relates to the cohesion and internal friction angle parameters at different spatial coordinates, ensuring that the element's mechanical properties match the actual formation. The generalized Hooke's law is used to describe the element's elastic deformation characteristics, and its expression is: , In the formula, For element normal stress, Using the element strain as an example, a quantitative relationship between element stress and strain is established through the performance modulus parameter. When embedding the mechanical action model of tunnel construction technology, for shield tunneling, the mechanical influence of the cutting action on the strata is simulated using the cutterhead cutting force formula, which is expressed as follows: , In the formula, The cutting force of the cutter head. The radius of the shield cutterhead, The initial geostress of the corresponding stratum is determined by density. Based on the burial depth calculation, a direct correlation between construction load and initial ground stress is achieved; For pipe jacking construction, the squeezing effect of the pipe section on the surrounding strata is simulated using the pipe jacking thrust formula, which is expressed as follows: , In the formula, For pipe jacking propulsion, The outer diameter of the jacking pipe. This represents a single jacking displacement. The formula, which uses the elastic modulus parameter to quantitatively link the thrust to the ground stiffness, reflects the differences in the response of different ground formations to construction loads.

[0037] The second step focuses on the collaborative modeling of existing buildings and the surrounding strata. This involves importing building coordinates to clarify their spatial relationship with the surrounding strata, then linking building deformation with strata deformation, while also considering the building's own mechanical properties. The process of achieving collaborative modeling between the building and the strata through spatial and deformation formulas is as follows: Import the spatial coordinates of existing buildings from the survey information. Then, the spatial relationship between the existing structure and the surrounding stratigraphic units is defined using the spatial distance formula, the expression of which is: , In the formula, Let be the spatial clearance between the stratigraphic unit and the existing structure; simultaneously, a mechanical model of the existing structure is constructed, and its strain is correlated with the strain of the surrounding stratigraphic units through a cooperative deformation formula, expressed as: , In the formula, For the strain of the existing structure. The existing structural feature dimensions are combined with the structure's own elastic modulus. ,pass Calculate structural stress This enables the coordinated coupling of existing structures and stratum deformation.

[0038] This step overcomes the shortcomings of traditional models that analyze strata or structures in isolation. It can realistically reflect how stratum deformation caused by construction is transmitted to surrounding buildings (such as subway lines, viaducts, etc.) and how the stress state of buildings changes with stratum changes. It effectively solves the problem of insufficient assessment of the impact of construction on existing structures and provides key support for protecting the safety of surrounding buildings.

[0039] The resulting three-dimensional model incorporates the natural characteristics of the strata, the dynamic effects of the construction process, and the response patterns of the existing structure. This provides a reliable tool for predicting potential risks such as ground instability and structural deformation during construction, and also offers a scientific basis for optimizing construction parameters and developing protective measures, significantly improving the safety and controllability of tunnel construction.

[0040] (3) Optimization of spatial variation model In tunnel construction parameter prediction, the process of constructing a spatial variation model of soil and rock parameters addresses practical engineering challenges. First, based on an initial database, a spatial distribution model of parameters in the unconstructed state is built using geostatistical interpolation methods, the core of which is to fill the gaps in discrete sampling.

[0041] Traditional methods rely solely on a limited number of on-site sampling points, failing to fully represent the spatial differences in soil and rock parameters. This leads to blind spots in the understanding of stratum characteristics before construction—for example, the actual cohesion of a certain area may be far below the average, but this may be overlooked due to lack of sampling, potentially causing excavation collapse risks. However, a three-dimensional distribution model generated through interpolation can clearly show the correlation between mechanical parameters and stratum types at different coordinates, allowing for precise identification of "where is hard and where is soft" before construction, thus solving the problem of unclear spatial distribution of parameters from the outset. The construction process of the spatial distribution model of soil and rock parameters in the pre-construction state is as follows: Based on the constructed initial soil and rock parameter database, arbitrary spatial coordinates are extracted from the database. The corresponding core mechanical parameter: cohesion internal friction angle Elastic modulus and stratigraphic types We used geostatistical Kriging interpolation to construct a spatial interpolation model for each parameter.

[0042] Taking the elastic modulus as an example, its spatial distribution model is derived from the formula... Build, in Let S1 be the elastic modulus of the known sampling points. Based on sampling points and prediction points spatial distance and variogram The calculated Kriging weights satisfy the following conditions: ,in, For sill values, For varying distances, from the same stratigraphic type The parameters were obtained through statistical analysis; Similarly, cohesion and internal friction angle Through respectively , A spatial distribution model is constructed, ultimately forming a three-dimensional distribution model containing spatial coordinates, mechanical parameters, and geological types in the unconstructed state.

[0043] Next, key disturbance factors are introduced to establish parameter mapping relationships. Traditional predictions often use fixed initial parameters to guide construction, but in reality, disturbances such as tunnel boring speed and pipe jacking thrust can significantly change the mechanical properties of the soil and rock mass—for example, high tunneling speeds may exacerbate cohesion attenuation. If the support strength is still calculated based on the initial values, it can easily lead to insufficient support. By establishing a correlation between "initial parameters - construction disturbances - dynamic parameters," the impact of disturbances on parameters can be quantified in real time. For example, the variation range of the internal friction angle under different thrusts can be clearly defined, solving the problem that static parameters cannot match the dynamic changes in construction, making parameter predictions more closely aligned with the actual construction process. Specifically, the parameter mapping relationship is as follows: Initial parameters of the spatial distribution model of soil and rock mass parameters in the unconstructed state: cohesion internal friction angle Elastic modulus Based on this, tunnel construction-related technologies, operating conditions, and ground disturbance factors (such as shield tunneling speed) are introduced. Pipe jacking thrust Changes in formation water content A quantitative correlation between "initial parameters, construction disturbance, and dynamic parameters" is established using mechanical formulas. Considering the disruption of moisture migration and interparticle bonding caused by construction disturbance, the dynamic cohesion is calculated using the following formula. : , in, The cutting energy per unit volume of the shield cutterhead (from the cutterhead cutting force formula in S2) With tunneling speed The coupling yields, i.e. ), The density of water, The depth of the stratigraphic unit. This represents changes in formation saturation. Based on the disturbance of formation particle arrangement caused by pipe jacking construction, the dynamic internal friction angle is calculated using the following formula. : , in, The formation strain caused by the extrusion of the pipe jacking section (from the pipe jacking thrust formula in S2) With the generalized Hooke's Law The coupling yields, i.e. By examining the effect of strain on the particle sliding surface, the change in friction angle caused by construction is quantified. The dynamic elastic modulus is calculated using the following formula, taking into account both the additional stress from construction and the damage effect of the geological structure. : , in, Additional stress during construction (the element normal stress calculated from the 3D model in S2) With initial geostress The difference, i.e. By examining the influence of stress on the development of formation microfractures, the deterioration effect of construction on the elastic modulus is quantified.

[0044] Finally, iterative adjustments are made by comparing the measured values ​​with the predicted values ​​of the constructed road sections to eliminate model bias. Even with theoretical correlation, model predictions may still contain errors due to the complexity of geological conditions—for example, the measured elastic modulus of a certain road section may be 15% lower than the predicted value, which, if not corrected, will continue to affect the accuracy of subsequent predictions. By calculating the bias and back-optimizing the disturbance factor, the model can continuously approach the actual situation, solving the problem of "theoretical prediction being out of sync with the actual situation." The resulting spatial variation model retains the spatial distribution characteristics of the parameters and can dynamically respond to construction disturbances. In a preferred embodiment, the method for constructing the spatial variation model of soil and rock parameters is as follows: Dynamic parameters tested on-site in the constructed road section: dynamic cohesion Dynamic internal friction angle Dynamic elastic modulus With the corresponding model prediction parameters Based on this, the model is iterated through deviation feedback linked by physical mechanisms. The specific process is as follows: Calculate the characteristic quantity of the deviation between the field test value and the predicted value; for cohesion, take the deviation ratio. For the internal friction angle, take the deviation angle. For the elastic modulus, take the deviation rate. ; The perturbation factor generation logic of the deviation feature quantity is back-embedded into the 3D model; the corrected cutting energy of the cutterhead. After substituting into the dynamic cohesion formula, a direct correlation is established between the new predicted value and the measured value: , Corrected jacking pipe extrusion strain Substituting into the dynamic internal friction angle formula: By automatically eliminating angle deviations through trigonometric function relationships, we obtain: , Corrected construction additional stress Substituting into the dynamic elastic modulus formula, and utilizing the physical relationship between stress and modulus to correct for the deviation, we obtain: , Corrected perturbation factor , , Re-enter the parameter mapping relationship and generate an updated global parameter distribution based on the spatial distribution model of parameters in the unconstructed state; repeat the above process of "deviation characteristic calculation - disturbance factor correction and global parameter update" until... Approaching 1 Approaching 0 Approaching 0, the spatial variation model of soil and rock parameters is finally completed.

[0045] (4) Parameter prediction application After completing the spatial variation model of soil and rock parameters, the model needs to be combined with real-time data during the construction process to fully realize its predictive value. Therefore, the next step is to carry out monitoring and dynamic prediction work along the tunnel construction route.

[0046] First, monitoring points are deployed along the tunnel construction route. The placement of these points must be based on preliminary geological survey information and the spatial distribution characteristics of parameters reflected in the model—prioritizing areas with significant variations in geological parameters, critical stress sections of the tunnel structure (such as the arch and sidewalls), and areas surrounding existing buildings and underground pipelines. This ensures that the monitoring points can accurately capture the impact of construction on sensitive areas. The installation of the monitoring points must ensure stability to avoid data deviations caused by construction vibrations or environmental interference, providing a reliable foundation for subsequent real-time data acquisition.

[0047] Once construction begins, three core data categories are collected in real time using specialized equipment mounted on monitoring points: first, soil and rock displacement data, including surface settlement, horizontal displacement of strata, and tunnel structure convergence; these data directly reflect the degree of disturbance to strata stability caused by construction; second, soil and rock stress data, covering changes in principal and additional stresses within the strata, reflecting the dynamic changes in the mechanical state of the strata under construction loads; and third, construction parameters, such as shield tunneling speed, cutterhead torque, and pipe jacking force, which are key indicators for quantifying the intensity of construction disturbance. The collected data is uploaded to the data processing terminal in real time via a wireless transmission module, ensuring timely information transmission and preventing data lag from affecting model analysis efficiency.

[0048] The various types of data collected in real time are synchronously input into the constructed spatial variation model of soil and rock parameters. The model will call the parameter mapping relationship and spatial distribution law established in the early stage to dynamically analyze the input data. By comparing the differences between the current monitoring data and historical data, the influence trend of construction disturbance on soil and rock parameters can be judged. At the same time, the correspondence between construction parameters and the mechanical response of soil and rock can be linked to clarify the change logic of core parameters such as cohesion, internal friction angle and elastic modulus under different construction intensities.

[0049] Based on the above analysis, the model can predict the changing trends of core mechanical parameters of the soil and rock mass within a preset time period (such as 12 hours, 24 hours, or the next construction cycle), including the magnitude of increase or decrease in parameter values ​​and the differences in distribution at different spatial locations. The final output will be presented in an intuitive form, such as parameter distribution cloud maps and trend curves, clearly showing the future state of soil and rock parameters in each area. This provides precise data support for engineers to adjust construction plans (such as optimizing the advance speed and strengthening local support) and predict potential risks (such as ground instability and structural deformation), ensuring that the entire tunnel construction process is safe and controllable.

[0050] Example 2 Please refer to Figure 7 This embodiment 2 provides a system for predicting the parameters of the surrounding soil and rock mass during tunnel construction based on spatial variability characteristics, including: The basic data construction unit is used to determine the sampling plan and collect undisturbed rock and soil samples for the tunnel construction area by combining geological exploration information. After obtaining the core parameters through rock and soil mechanics tests, the parameters are integrated with the stratigraphic, hydrological and existing building information in the exploration report to construct an initial rock and soil parameter database containing spatial coordinates, geological properties and mechanical parameters. The three-dimensional model building unit is used to sort out the processes, working conditions and stratum disturbance factors related to tunnel construction. The three-dimensional model is constructed in two steps through geotechnical engineering numerical simulation. First, the calculation unit is discretized based on the initial parameters, and the relationship between the stratum and the construction action is established by coupling mechanical formulas. Then, the coordinates of the existing building are imported, and the collaborative modeling of the building and the stratum is realized through spatial and deformation formulas. Finally, a three-dimensional model integrating the stratum, construction action and structural response is formed. The spatial variation model optimization unit is used to construct a spatial distribution model of soil and rock parameters in the unconstructed state based on the initial soil and rock parameter database and to clarify the distribution law using geostatistical interpolation methods. It introduces key disturbance factors and weights to establish parameter mapping relationships, and iteratively adjusts the weights by comparing the field test values ​​of the constructed road sections with the model prediction parameters to complete the construction of the spatial variation model of soil and rock parameters. The parameter prediction application unit is used to set up monitoring points along the tunnel construction line, collect real-time data on soil and rock displacement, stress and construction parameters, input them into the soil and rock parameter spatial variation model, predict the change trend of core mechanical parameters of soil and rock within a preset time period, and output the distribution results.

[0051] Example 3 This embodiment 3 also provides a computer-readable storage medium storing a computer program. When the computer program is executed by a processor, it can implement any step of a method for predicting the parameters of the surrounding rock and soil mass in tunnel construction based on spatial variability characteristics.

[0052] The computer-readable storage medium may include various media capable of storing program code, such as USB flash drives, portable hard drives, read-only memory (ROM), random access memory (RAM), magnetic disks, or optical disks.

[0053] For a description of the computer-readable storage medium provided in this application, please refer to the above method embodiments; further details will not be repeated here.

[0054] Those skilled in the art will readily understand that the above description is merely a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions, and improvements made within the spirit and principles of the present invention should be included within the scope of protection of the present invention.

Claims

1. A method for predicting soil and rock parameters surrounding tunnel construction based on spatial variability characteristics, characterized in that, include: S1. For the tunnel construction area, a sampling plan is determined based on geological survey information and undisturbed rock and soil samples are collected. After obtaining core parameters through rock and soil mechanics tests, these parameters are integrated with the stratigraphic, hydrological and existing building information in the survey report to construct an initial rock and soil parameter database containing spatial coordinates, geological properties and mechanical parameters. S2. Review the relevant processes, working conditions and stratum disturbance factors of tunnel construction, and construct a three-dimensional model in two steps through geotechnical engineering numerical simulation. First, use the initial parameters as the basis to discretize the calculation units, and establish the relationship between the stratum and the construction action by coupling mechanical formulas. Then, import the coordinates of the existing building, and realize the collaborative modeling of it and the stratum through spatial and deformation formulas. Finally, a three-dimensional model integrating the stratum, construction action and structural response is formed. S3. Based on the initial soil and rock mass parameter database, a spatial distribution model of soil and rock mass parameters in the unconstructed state is constructed using geostatistical interpolation methods, and the distribution law is clarified. Key disturbance factors and weights are introduced to establish parameter mapping relationships. The weights are iteratively adjusted by comparing the field test values ​​of the constructed road sections with the model prediction parameters, and the spatial variation model of soil and rock mass parameters is completed. S4. Set up monitoring points along the tunnel construction line to collect real-time data on soil and rock displacement, stress, and construction parameters. Input the data into the spatial variation model of soil and rock parameters to predict the changing trend of core mechanical parameters of soil and rock within a preset time period and output the distribution results.

2. The method for predicting soil and rock parameters around tunnel construction based on spatial variability characteristics according to claim 1, characterized in that, The geological exploration information in S1 includes: The geological distribution characteristics of the tunnel construction area, the tunnel design burial depth parameters, the regional hydrogeological conditions, the location information of existing buildings in the construction area, and the net distance data between existing buildings and the tunnel; Among them, the stratigraphic distribution characteristics include stratigraphic type, layer thickness and spatial distribution; hydrogeological conditions include groundwater depth, groundwater type and occurrence state; existing buildings include existing subway lines, viaducts and underground utility tunnels, and their location information includes plane coordinates and vertical elevation.

3. The method for predicting soil and rock parameters around tunnel construction based on spatial variability characteristics according to claim 1, characterized in that, The process of obtaining the core parameters in S1 is as follows: For the undisturbed rock and soil samples collected from the tunnel construction area, physical and mechanical tests were conducted using geotechnical mechanics testing equipment. The water content, density, cohesion, internal friction angle, and elastic modulus of the samples were obtained through the tests. If the stratum corresponding to the sample is a weak stratum, additional characteristic tests were conducted for this type of sample to establish relevant data on stratum disturbance. The parameters obtained from the tests and the relevant data were combined to form the core parameters.

4. The method for predicting soil and rock parameters around tunnel construction based on spatial variability characteristics according to claim 1, characterized in that, The process of establishing the relationship between the formation and construction action using the coupled mechanics formula in S2 is as follows: Based on the initial soil and rock parameter database constructed using S1, arbitrary spatial coordinates are extracted from the database. Corresponding formation physical and mechanical parameters: water content ,density Cohesion internal friction angle Elastic modulus The tunnel construction area is divided into spatial steps. Discretized into three-dimensional computational units; The mechanical constitutive relation of each element is established by coupling the Mohr-Coulomb strength formula with the generalized Hooke's law, where the Mohr-Coulomb strength formula is used to describe the shear resistance of the element, and its expression is: ， In the formula, For element shear stress, For the element's normal stress, this formula directly relates to the cohesion and internal friction angle parameters at different spatial coordinates, ensuring that the element's mechanical properties match the actual formation. The generalized Hooke's law is used to describe the element's elastic deformation characteristics, and its expression is: ， In the formula, For element normal stress, Using the element strain as an example, a quantitative relationship between element stress and strain is established through the performance modulus parameter. When embedding the mechanical action model of tunnel construction technology, for shield tunneling, the mechanical influence of the cutting action on the strata is simulated using the cutterhead cutting force formula, which is expressed as follows: ， In the formula, The cutting force of the cutter head. The radius of the shield cutterhead, The initial geostress of the corresponding stratum is determined by density. Based on the burial depth calculation, a direct correlation between construction load and initial ground stress is achieved; For pipe jacking construction, the squeezing effect of the pipe section on the surrounding strata is simulated using the pipe jacking thrust formula, which is expressed as follows: ， In the formula, For the propulsion force of pipe jacking, The outer diameter of the jacking pipe. This represents a single jacking displacement. The formula, which uses the elastic modulus parameter to quantitatively link the thrust to the ground stiffness, reflects the differences in the response of different ground formations to construction loads.

5. The method for predicting soil and rock parameters around tunnel construction based on spatial variability characteristics according to claim 1, characterized in that, The process of achieving co-modeling between S2 and the strata through spatial and deformation formulas is as follows: Import the spatial coordinates of existing buildings from the survey information. Then, the spatial relationship between the existing structure and the surrounding stratigraphic units is defined using the spatial distance formula, the expression of which is: ， In the formula, Let be the spatial clearance between the stratigraphic unit and the existing structure; simultaneously, a mechanical model of the existing structure is constructed, and its strain is correlated with the strain of the surrounding stratigraphic units through a cooperative deformation formula, expressed as: ， In the formula, For the strain of the existing structure. The existing structural feature dimensions are combined with the structure's own elastic modulus. ,pass Calculate structural stress This enables the coordinated coupling of existing structures and stratum deformation.

6. The method for predicting soil and rock parameters around tunnel construction based on spatial variability characteristics according to claim 1, characterized in that, The construction process of the spatial distribution model of soil and rock parameters in the unconstructed state in S3 is as follows: Based on the constructed initial soil and rock parameter database, arbitrary spatial coordinates are extracted from the database. The corresponding core mechanical parameter: cohesion internal friction angle Elastic modulus and stratigraphic types We used geostatistical Kriging interpolation to construct a spatial interpolation model for each parameter.

7. The method for predicting soil and rock parameters around tunnel construction based on spatial variability characteristics according to claim 1, characterized in that, The parameter mapping relationship in S3 is specifically as follows: Initial parameters of the spatial distribution model of soil and rock mass parameters in the unconstructed state: cohesion internal friction angle Elastic modulus Based on this, we introduce tunnel construction-related technologies, working conditions, and ground disturbance factors to establish a quantitative correlation between "initial parameters, construction disturbance, and dynamic parameters" using mechanical formulas. Considering the disruption of moisture migration and interparticle bonding caused by construction disturbance, the dynamic cohesion is calculated using the following formula. : ， in, The cutting energy per unit volume of the tunnel boring machine cutterhead. The density of water, The depth of the stratigraphic unit. This represents changes in formation saturation. Based on the disturbance of formation particle arrangement caused by pipe jacking construction, the dynamic internal friction angle is calculated using the following formula. : ， in, To assess the formation strain caused by the extrusion of the pipe jacking section, the influence of strain on the particle sliding surface is used to quantify the change in friction angle caused by construction. The dynamic elastic modulus is calculated using the following formula, taking into account both the additional stress from construction and the damage effect of the geological structure. : ， in, By applying additional stress during construction, the deterioration effect of construction on the elastic modulus is quantified through the influence of stress on the development of microfractures in the formation.

8. The method for predicting soil and rock parameters around tunnel construction based on spatial variability characteristics according to claim 7, characterized in that, The method for constructing the spatial variation model of soil and rock parameters in S3 is as follows: Dynamic parameters tested on-site in the constructed road section: dynamic cohesion Dynamic internal friction angle Dynamic elastic modulus With the corresponding model prediction parameters Based on this, the model is iterated through deviation feedback linked by physical mechanisms. The specific process is as follows: Calculate the characteristic quantity of the deviation between the field test value and the predicted value; for cohesion, take the deviation ratio. For the internal friction angle, take the deviation angle. For the elastic modulus, take the deviation rate. ; The perturbation factor generation logic of the three-dimensional model is back-embedded with the deviation feature quantity; Corrected cutterhead cutting energy After substituting into the dynamic cohesion formula, a direct correlation is established between the new predicted value and the measured value: ， Corrected jacking pipe extrusion strain Substituting into the dynamic internal friction angle formula: By automatically eliminating angle deviations through trigonometric function relationships, we obtain: ， Corrected construction additional stress Substituting into the dynamic elastic modulus formula, and utilizing the physical relationship between stress and modulus to correct for the deviation, we obtain: ， Corrected perturbation factor , , Re-enter the parameter mapping relationship and generate an updated global parameter distribution based on the spatial distribution model of parameters in the unconstructed state; repeat the above process of "deviation characteristic calculation - disturbance factor correction and global parameter update" until... Approaching 1 Approaching 0 Approaching 0, the spatial variation model of soil and rock parameters is finally completed.

9. A system for predicting soil and rock parameters around tunnel construction based on spatial variability characteristics, characterized in that, include: The basic data construction unit is used to determine the sampling plan and collect undisturbed rock and soil samples for the tunnel construction area by combining geological exploration information. After obtaining the core parameters through rock and soil mechanics tests, the parameters are integrated with the stratigraphic, hydrological and existing building information in the exploration report to construct an initial rock and soil parameter database containing spatial coordinates, geological properties and mechanical parameters. The three-dimensional model building unit is used to sort out the processes, working conditions and stratum disturbance factors related to tunnel construction. The three-dimensional model is constructed in two steps through geotechnical engineering numerical simulation. First, the calculation unit is discretized based on the initial parameters, and the relationship between the stratum and the construction action is established by coupling mechanical formulas. Then, the coordinates of the existing building are imported, and the collaborative modeling of the building and the stratum is realized through spatial and deformation formulas. Finally, a three-dimensional model integrating the stratum, construction action and structural response is formed. The spatial variation model optimization unit is used to construct a spatial distribution model of soil and rock parameters in the unconstructed state based on the initial soil and rock parameter database and to clarify the distribution law using geostatistical interpolation methods. It introduces key disturbance factors and weights to establish parameter mapping relationships, and iteratively adjusts the weights by comparing the field test values ​​of the constructed road sections with the model prediction parameters to complete the construction of the spatial variation model of soil and rock parameters. The parameter prediction application unit is used to set up monitoring points along the tunnel construction line, collect real-time data on soil and rock displacement, stress and construction parameters, input them into the soil and rock parameter spatial variation model, predict the change trend of core mechanical parameters of soil and rock within a preset time period, and output the distribution results.

10. A computer-readable storage medium having a computer program stored thereon, characterized in that, The computer program is executed by a processor as described in any one of claims 1-8: a method for predicting soil and rock parameters around tunnel construction based on spatial variability.

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