A method and system for optimizing the construction plan of super-large-section tunnel entry and exit

Abstract

The present invention relates to the field of tunnel engineering technology, specifically to a method and system for optimizing the construction plan of a super-large-section tunnel entrance and exit, comprising the following steps: obtaining the geological conditions of the tunnel engineering and engineering monitoring data and planning the initial construction plan of the entrance and exit at the same time; constructing a geomechanical analysis mechanism for the tunnel entrance and exit based on the geological conditions of the tunnel engineering and engineering monitoring data, and obtaining the results of the tunnel geomechanical analysis through the analysis mechanism; analyzing the stress evolution trend, surrounding rock deformation and plastic zone distribution of the tunnel engineering in combination with the results of the tunnel geomechanical analysis, the geological conditions of the tunnel engineering and the engineering monitoring data; adjusting and optimizing the initial construction plan of the entrance and exit according to the stress evolution trend, the deformation of the surrounding rock and the distribution of the plastic zone, and obtaining the optimized construction plan of the entrance and exit. The present invention evaluates the advantages and disadvantages of the construction plan according to the multidimensional analysis results, and determines the optimal tunnel construction plan to ensure the smooth progress and safety of the construction process.

Description

Technical Field

[0001] The present invention relates to the technical field of tunnel engineering, and in particular to a method and system for optimizing a construction plan for entering and exiting a tunnel with a very large section. Background Art

[0002] The construction of super-large-section tunnels faces a series of technical challenges. Due to the large cross-sectional area and wide span of super-large-section tunnels, safety issues such as surface settlement, arch sinking, and collapse and falling blocks are prone to occur during construction. At the same time, the construction process is complicated, and the mutual disturbance between different processes also increases the difficulty and cost of construction. Therefore, how to optimize the construction plan for super-large-section tunnels has become an urgent problem to be solved.

[0003] Traditional tunnel construction plans mostly rely on historical experience for planning, which lacks scientificity and accuracy. With the continuous development of geological survey technology, numerical simulation technology, and monitoring technology, new technical support has been provided for the optimization of super-large section tunnel construction plans. It is now necessary to upgrade the optimization method of tunnel entry and exit construction plans so that the optimization method can adjust the tunnel construction plan based on tunnel engineering data and geomechanical conditions, improve the scientificity and accuracy of super-large section tunnel construction plans, and further ensure the smooth progress of the construction process and the steady improvement of engineering quality. Summary of the invention

[0004] In view of the shortcomings of existing methods and the needs of practical applications, in order to improve the scientificity and accuracy of the super-large section tunnel construction plan, it is necessary to combine geological survey technology, numerical simulation technology, and monitoring technology to effectively analyze the tunnel engineering data and geomechanical conditions, and adjust and optimize the tunnel engineering construction plan based on the relevant analysis results, which is helpful to ensure the safety and scientificity of the tunnel construction process. In the first aspect, the present invention provides a super-large section tunnel entry and exit construction plan optimization method, the above method includes the following steps: obtaining tunnel engineering geological conditions and engineering monitoring data, planning the initial entry and exit construction plan according to the tunnel engineering geological conditions and the engineering monitoring data; constructing a tunnel entry and exit geomechanical analysis mechanism based on the tunnel engineering geological conditions and the engineering monitoring data, and obtaining the tunnel geomechanical analysis results through the tunnel entry and exit geomechanical analysis mechanism; combining the tunnel geomechanical analysis results, the tunnel engineering geological conditions and the engineering monitoring data to analyze the stress evolution trend, surrounding rock deformation and plastic zone distribution of the tunnel engineering; adjusting and optimizing the initial entry and exit construction plan according to the stress evolution trend, the surrounding rock deformation and the plastic zone distribution to obtain the optimized entry and exit construction plan. The tunnel entry and exit geomechanical analysis mechanism of the present invention can accurately predict the geomechanical changes during tunnel construction, help improve the construction level of tunnel engineering, and provide a guarantee for the optimization of tunnel schemes.

[0005] Optionally, the construction of a tunnel entry-exit geomechanical analysis mechanism based on the tunnel engineering geological conditions and the engineering monitoring data includes: establishing a foundation bearing capacity prediction function, a surrounding rock displacement calculation function, a tunnel lateral deformation analysis function, and a tunnel perimeter settlement analysis model based on the tunnel engineering geological conditions and the engineering monitoring data; combining the foundation bearing capacity prediction function, the surrounding rock displacement calculation function, the tunnel lateral deformation analysis function, and the tunnel perimeter settlement analysis model to form a tunnel entry-exit geomechanical analysis mechanism. The present invention constructs a tunnel entry-exit geomechanical analysis mechanism in combination with the above-mentioned analysis functions and models, which can provide data support for the formulation, adjustment, and optimization of construction plans, thereby improving the feasibility of construction plans.

[0006] Optionally, the establishing of a foundation bearing capacity prediction function, a surrounding rock displacement calculation function, a tunnel lateral deformation analysis function and a tunnel perimeter settlement analysis model based on the tunnel engineering geological conditions and the engineering monitoring data comprises: establishing a foundation bearing capacity prediction function based on the tunnel engineering structure, the tunnel engineering geological conditions and the engineering monitoring data;

[0007] The foundation bearing capacity prediction function satisfies the following relationship:

[0008]

[0009] in, represents the ultimate bearing capacity of the tunnel, Represents the geological plasticity index of tunnel engineering, represents the geological bearing capacity gain coefficient of the tunnel project, represents the total bottom area of ​​the tunnel project, Indicates the geological unit weight of the tunnel project, represents the geological Terzaghi diameter of the tunnel project, represents the lateral correction factor of the tunnel project, represents the lateral area of ​​the tunnel project, represents the constant of Terzaghi's ultimate bearing capacity formula, represents the bearing capacity coefficient of the tunnel project, Indicates the foundation width of the tunnel project.

[0010] The present invention accurately predicts the foundation bearing capacity, which helps to discover potential safety hazards and risk points, thereby ensuring the safety and stability during the tunnel construction process.

[0011] Optionally, the establishing of a foundation bearing capacity prediction function, a surrounding rock displacement calculation function, a tunnel lateral deformation analysis function and a tunnel periphery settlement analysis model based on the tunnel engineering geological conditions and the engineering monitoring data comprises:

[0012] The surrounding rock displacement calculation function satisfies the following relationship:

[0013]

[0014] in, represents the radial displacement of the tunnel surrounding rock, represents the shear modulus, represents the initial stress of the tunnel surrounding rock, Indicates the surrounding rock pressure when the tunnel support radius is greater than the reference value of the boundary radius. represents the support radius of the tunnel project, Indicates the radius of the tunnel.

[0015] The surrounding rock displacement calculation function of the present invention comprehensively considers multiple factors such as shear modulus, initial stress, surrounding rock pressure, support radius and tunnel radius, and can more accurately predict the radial displacement of the tunnel surrounding rock, which helps to predict the surrounding rock deformation before construction, so as to take corresponding support measures, which is conducive to the smooth implementation of the tunnel construction plan.

[0016] Optionally, the establishing of a foundation bearing capacity prediction function, a surrounding rock displacement calculation function, a tunnel lateral deformation analysis function and a tunnel periphery settlement analysis model based on the tunnel engineering geological conditions and the engineering monitoring data comprises:

[0017] The tunnel lateral deformation analysis function satisfies the following relationship:

[0018]

[0019] in, represents the lateral convergence deformation value of the tunnel, Indicates the fixed parameters of the tunnel. Indicates that the tunnel is Horizontal diameter value in the time domain, express The inclination value of the wireless inclination measurement sensor inside and outside the time domain tunnel, Indicates that the tunnel is Horizontal diameter value in the time domain, express The inclination values ​​of the wireless inclination measurement sensors inside and outside the tunnel in the time domain, Indicates the inclination measurement parameters of the wireless inclination measurement sensor.

[0020] The lateral deformation monitoring data of the present invention can guide the optimization of the construction plan, which is conducive to the subsequent timely adjustment of the excavation method, support structure or construction sequence, and further improves the safety factor of tunnel construction.

[0021] Optionally, the establishing of a foundation bearing capacity prediction function, a surrounding rock displacement calculation function, a tunnel lateral deformation analysis function and a tunnel periphery settlement analysis model based on the tunnel engineering geological conditions and the engineering monitoring data comprises: establishing a periphery settlement data processing function in the tunnel periphery settlement analysis model; analyzing the tunnel periphery settlement condition according to the data processing result of the periphery settlement data processing function;

[0022] The peripheral settlement data processing function satisfies the following relationship:

[0023]

[0024] in, Represents the data signal after different time domain and frequency domain transformations, Indicates the result of the data monitoring period function, represents the imaginary unit, represents the fundamental angular frequency of the data signal, Represents the corresponding time variable coefficient of the data monitoring time t.

[0025] The present invention transforms and analyzes different time domain data signals through functions, which helps to reveal the changing rules and trends of the settlement around the tunnel, helps to better understand the settlement status of the tunnel, and provides an adjustment basis for construction decisions.

[0026] Optionally, the tunnel geomechanical analysis results obtained through the tunnel entry and exit geomechanical analysis mechanism include: obtaining the tunnel ultimate bearing capacity based on the foundation bearing capacity prediction function; obtaining the tunnel surrounding rock radial displacement through the surrounding rock displacement calculation function; obtaining the tunnel surrounding rock radial stress using the tunnel lateral deformation analysis function; obtaining the surrounding settlement information in different time domains based on the tunnel surrounding settlement analysis model; and obtaining the tunnel geomechanical analysis results by combining the tunnel ultimate bearing capacity, the tunnel surrounding rock radial displacement, the tunnel surrounding rock radial stress and the surrounding settlement information. The present invention obtains tunnel geomechanical analysis results through the tunnel entry and exit geomechanical analysis mechanism, which can improve the accuracy of tunnel design and construction and promote the innovation and development of tunnel engineering technology.

[0027] Optionally, the analysis of the stress evolution trend, surrounding rock deformation and plastic zone distribution of the tunnel project in combination with the tunnel geomechanical analysis results, the tunnel engineering geological conditions and the engineering monitoring data includes: designing a three-dimensional geomechanical simulation model; the three-dimensional geomechanical simulation model analyzes the stress evolution trend, surrounding rock deformation and plastic zone distribution of the tunnel project based on the tunnel geomechanical analysis results, the tunnel engineering geological conditions and the engineering monitoring data. The three-dimensional geomechanical simulation model of the present invention can comprehensively analyze the tunnel geomechanical analysis results, engineering geological conditions and engineering monitoring data, thereby comprehensively reflecting the actual stress state, surrounding rock deformation and plastic zone distribution of the tunnel.

[0028] Optionally, the initial construction plan for entering and exiting the tunnel is adjusted and optimized according to the stress evolution trend, the surrounding rock deformation and the plastic zone distribution to obtain an optimized construction plan for entering and exiting the tunnel, including: introducing a historical construction database of construction plans for entering and exiting tunnels of super-large cross-section tunnels; dynamically comparing and analyzing the stress evolution trend, the surrounding rock deformation and the plastic zone distribution with the historical construction database and obtaining comparative analysis results; adjusting and optimizing the initial construction plan for entering and exiting the tunnel based on the comparative analysis results to obtain an optimized construction plan for entering and exiting the tunnel. The present invention dynamically compares and analyzes the monitored stress evolution trend, surrounding rock deformation and plastic zone distribution with the historical construction database, and can accurately analyze the problems and deficiencies in the current construction plan, so that the construction plan conforms to the actual situation of the current tunnel project and improves construction efficiency and safety.

[0029] In the second aspect, in order to be able to efficiently execute a super-large section tunnel entry and exit construction plan optimization method provided by the present invention, the present invention also provides a super-large section tunnel entry and exit construction plan optimization system, the above-mentioned system includes a processor, an input device, an output device and a memory, the processor, input device, output device and memory are interconnected, wherein the memory is used to store a computer program, the computer program includes program instructions, and the processor is configured to call the program instructions to execute the super-large section tunnel entry and exit construction plan optimization method as described in the first aspect of the present invention. The super-large section tunnel entry and exit construction plan optimization system of the present invention has a compact structure and stable performance, and can stably execute the super-large section tunnel entry and exit construction plan optimization method provided by the present invention, thereby improving the overall applicability and practical application capabilities of the present invention. BRIEF DESCRIPTION OF THE DRAWINGS

[0030] Figure 1 This is a flow chart of the method for optimizing the construction plan for entering and exiting a tunnel with a super-large cross-section according to the present invention;

[0031] Figure 2A schematic diagram of the elastic zone and plastic zone of the tunnel surrounding rock in the method for optimizing the construction plan for entering and exiting a tunnel with a super-large cross-section according to the present invention;

[0032] Figure 3 A schematic diagram of radial displacement of surrounding rock in the method for optimizing the construction scheme of entering and exiting a super-large-section tunnel of the present invention;

[0033] Figure 4 A schematic diagram of the relationship between the tunnel radius and the inclination angle of the super-large-section tunnel entry and exit construction scheme optimization method of the present invention;

[0034] Figure 5 A schematic diagram of frequency domain conversion of initial tunnel data monitoring data of the super-large-section tunnel entry and exit construction plan optimization method of the present invention;

[0035] Figure 6 A curve diagram of radial displacement of tunnel surrounding rock in the method for optimizing the construction scheme for entering and exiting a super-large-section tunnel of the present invention;

[0036] Figure 7 A schematic diagram of the change of settlement data around a tunnel in the method for optimizing the construction plan for entering and exiting a tunnel of a super-large cross-section according to the present invention;

[0037] Figure 8 This is a structural diagram of the system for optimizing the construction plan for entering and exiting a super-large-section tunnel according to the present invention. DETAILED DESCRIPTION

[0038] The specific embodiments of the present invention will be described in detail below. It should be noted that the embodiments described herein are only for illustration and are not intended to limit the present invention. In the following description, a large number of specific details are set forth in order to provide a thorough understanding of the present invention. However, it is obvious to those of ordinary skill in the art that these specific details do not need to be adopted to implement the present invention. In other examples, in order to avoid confusing the present invention, known circuits, software or methods are not specifically described.

[0039] Throughout the specification, references to "one embodiment," "an embodiment," "an example," or "an example" mean that a particular feature, structure, or characteristic described in conjunction with the embodiment or example is included in at least one embodiment of the present invention. Therefore, the phrases "in one embodiment," "in an embodiment," "an example," or "an example" appearing in various places throughout the specification do not necessarily all refer to the same embodiment or example. In addition, particular features, structures, or characteristics may be combined in one or more embodiments or examples in any suitable combination and / or subcombination. In addition, it should be understood by those of ordinary skill in the art that the figures provided herein are for illustrative purposes and that the figures are not necessarily drawn to scale.

[0040] See also Figure 1In order to improve the scientificity and accuracy of the super-large section tunnel construction plan, the present invention proposes a scheme optimization method, which integrates geological survey technology, numerical simulation technology and comparative analysis technology, analyzes tunnel engineering data and geomechanical characteristics, and adjusts and optimizes the tunnel engineering construction plan based on the analysis results, further ensuring the smooth progress and safety of the tunnel construction process. The present invention provides a super-large section tunnel entry and exit construction plan optimization method, the above method includes the following steps:

[0041] S1. Obtain geological conditions and engineering monitoring data, and plan the initial construction plan for entering and exiting the tunnel based on the geological conditions and engineering monitoring data of the tunnel engineering. The specific steps and implementation contents are as follows:

[0042] In order to rationally plan the initial construction plan for tunnel entry and exit, this embodiment first systematically obtains and analyzes the engineering geological conditions and engineering monitoring data of the tunnel, and formulates a scientific and reasonable construction plan for tunnel entry and exit based on the above information.

[0043] 1. Obtain and analyze the geological conditions of tunnel engineering:

[0044] First, geological exploration and investigation are carried out in the tunnel construction area. Through geological exploration, geological mapping, drilling sampling and other means, the geological structure, stratum lithology, hydrogeological conditions and distribution of adverse geological phenomena such as faults, landslides and debris flows in the tunnel area are understood.

[0045] Then, the geological conditions are assessed. Based on the tunnel exploration data, a comprehensive assessment is conducted on the tunnel's surrounding rock stability, groundwater conditions, potential geological disaster risks, etc., to provide a geological basis for the formulation of the tunnel construction plan.

[0046] 2. Collect and analyze tunnel engineering monitoring data:

[0047] Set up a tunnel construction monitoring system. Before tunnel construction, set up the necessary construction monitoring system, including but not limited to surface settlement monitoring, tunnel convergence deformation monitoring, and groundwater level monitoring, to ensure that various monitoring data during the tunnel construction process can be obtained in real time and accurately.

[0048] Analyze tunnel engineering monitoring data. Organize and analyze the collected monitoring data, preliminarily analyze the impact of tunnel excavation on the surrounding environment, and preliminarily predict possible engineering problems, which will be conducive to the subsequent effective adjustment of the tunnel construction plan.

[0049] 3. Planning the initial construction plan for entering and exiting the tunnel:

[0050] First, the location and method of entering and exiting the tunnel need to be determined. According to the geological conditions and the results of the monitoring data analysis, the location of the tunnel entrance and exit is determined, and at the same time, the appropriate method of entering and exiting the tunnel can be selected, such as the end well method, open excavation method, shield method, etc., based on which the safety of the construction process can be guaranteed.

[0051] Next, formulate the steps and measures for tunnel construction. Clarify the various stages and corresponding steps of tunnel construction, including but not limited to specific measures and construction requirements for key links such as excavation, support, drainage, and monitoring. At the same time, formulate corresponding emergency plans and disposal measures for possible geological problems and safety hazards.

[0052] Then, carry out resource allocation and scheduling. According to the initial tunnel construction plan, the allocation and scheduling of construction machinery, personnel, materials and other resources should be reasonably arranged to ensure the smooth progress of the tunnel construction process. At the same time, environmental protection and safety management are also required. When formulating the construction plan, it is necessary to fully consider the requirements of environmental protection and safe production, formulate corresponding environmental protection measures and safety management systems, ensure that the impact of construction activities on the surrounding environment is minimized, and ensure the safe operation of the construction process.

[0053] In this embodiment, by acquiring and analyzing the engineering geological conditions and engineering monitoring data of the tunnel, a more scientific and reasonable initial construction plan for entering and exiting the tunnel can be formulated, providing a strong guarantee for the smooth construction of the tunnel project.

[0054] Furthermore, the design method of the initial construction plan for tunnel entry and exit in the embodiment is only an optional condition of the present invention. In one or some other embodiments, the design method of the initial construction plan for tunnel entry and exit can be replaced and optimized according to the operation requirements of the construction plan and the actual situation of the super-large cross-section tunnel, which can ensure that the construction plan is more in line with the actual geological conditions, construction environment and technical requirements of the super-large cross-section tunnel, thereby improving the pertinence and adaptability of the plan.

[0055] S2. Based on the tunnel engineering geological conditions and engineering monitoring data, a tunnel entry and exit geomechanics analysis mechanism is constructed, and the tunnel geomechanics analysis results are obtained through the tunnel entry and exit geomechanics analysis mechanism. The specific steps and implementation contents are as follows:

[0056] In this embodiment, a foundation bearing capacity prediction function, a surrounding rock displacement calculation function, a tunnel lateral deformation analysis function and a tunnel perimeter settlement analysis model are established based on the tunnel engineering geological conditions and engineering monitoring data; at the same time, the above-mentioned foundation bearing capacity prediction function, surrounding rock displacement calculation function, tunnel lateral deformation analysis function and tunnel perimeter settlement analysis model can constitute the tunnel entry and exit geomechanical analysis mechanism in the embodiment.

[0057] Among them, a foundation bearing capacity prediction function was established based on the tunnel engineering structure, tunnel engineering geological conditions and engineering monitoring data.

[0058] The foundation bearing capacity is an important parameter in the structural design of tunnel engineering, which is directly related to the safety and stability of the tunnel engineering. In order to accurately predict the foundation bearing capacity, this embodiment introduces the Terzaghi ultimate bearing capacity formula based on the structural characteristics of the tunnel engineering, engineering geological conditions and engineering monitoring data, and combines the theoretical formula method to construct a foundation bearing capacity prediction function.

[0059] The above foundation bearing capacity prediction function is not a simple application of the existing formula, but a parameter optimization and setting based on the specific situation of the tunnel project, wherein the plasticity, geometric dimensions, bearing capacity and effective stress of the foundation soil are taken into consideration, and the Terzaghi formula is corrected and adjusted, thereby determining the various parameters in the foundation bearing capacity prediction function. At the same time, in combination with the special requirements of the tunnel engineering structure and the actual construction situation of the engineering monitoring data, the foundation bearing capacity prediction function is further optimized and improved. Finally, the foundation bearing capacity prediction function of the present embodiment is obtained, which not only meets the needs of the tunnel engineering structure design, but also can more accurately reflect the actual bearing capacity of the tunnel foundation.

[0060] At the same time, evaluating the bearing capacity of tunnel foundation through theoretical formula method is a process of comprehensive analysis of foundation soil properties and foundation geometric characteristics. The above method can establish a prediction function that matches the properties of foundation soil and foundation dimensions. In the calculation process, various physical and mechanical properties of foundation soil can be incorporated, and necessary function corrections and parameter adjustments can be made according to actual working conditions, thereby effectively ensuring the accuracy of tunnel bearing capacity prediction results.

[0061] The above foundation bearing capacity prediction function satisfies the following relationship:

[0062]

[0063] in, represents the ultimate bearing capacity of the tunnel, Represents the geological plasticity index of tunnel engineering, represents the geological bearing capacity gain coefficient of the tunnel project, represents the total bottom area of ​​the tunnel project, Indicates the geological unit weight of the tunnel project, represents the geological Terzaghi diameter of the tunnel project, represents the lateral correction factor of the tunnel project, represents the lateral area of ​​the tunnel project, represents the constant of Terzaghi's ultimate bearing capacity formula, represents the bearing capacity coefficient of the tunnel project, Indicates the foundation width of the tunnel project.

[0064] The ultimate bearing capacity of the tunnel is the output result of the foundation bearing capacity prediction function, which reflects the maximum bearing capacity of the tunnel foundation under specific conditions.

[0065] The geological plasticity index of tunnel engineering can reflect the plasticity of the foundation soil and can be obtained through experimental measurement or based on geological survey reports. The higher the plasticity index, the easier it is for the soil to deform under external force.

[0066] The geological bearing capacity gain coefficient comprehensively considers the mechanical properties of the foundation soil and the specific conditions of the tunnel project, such as construction methods, support methods, etc. The size of the above gain coefficient can be determined based on experience or experimental data.

[0067] The total bottom area of ​​a tunnel project refers to the total area of ​​the tunnel bottom in contact with the foundation or surrounding soil. The above area plays an important role in the stability, bearing capacity calculation, support design, and construction and operation of the tunnel project. In the embodiment, the total bottom area is mainly obtained based on the cross-sectional shape and size of the tunnel. For a circular tunnel, the bottom area is the area of ​​the circle, and the calculation formula is: Multiply by the square of the radius; for rectangular or other regularly shaped tunnels, the bottom area can be obtained by calculating the product of the length and width; for irregularly shaped tunnels, it is necessary to use integration or divide it into several small areas and calculate the area separately and then add them up.

[0068] The geological unit weight of tunnel engineering refers to the unit volume weight of the foundation soil where the tunnel is located, that is, the unit volume of the foundation soil, such as the mass or weight per cubic meter or cubic centimeter. In the field of tunnel engineering technology, the geological unit weight reflects the density and weight characteristics of the foundation soil and is one of the key parameters for evaluating the stability and bearing capacity of the tunnel.

[0069] The geological Terzaghi diameter can reflect the strength and stability of the foundation soil, which is related to the mechanical properties of the soil and the geometric dimensions of the tunnel. In the embodiment, the geological Terzaghi diameter is determined by experiments or theoretical calculations.

[0070] The side correction factor of tunnel engineering takes into account the interaction between the tunnel side and the foundation soil, and corrects the bearing capacity on the side area. The side correction factor can be adjusted according to factors such as the shape, size and support method of the tunnel.

[0071] The lateral area of ​​a tunnel project refers to the total area of ​​contact between the tunnel sidewall and the surrounding soil or rock. In tunnel projects, the lateral area affects many aspects of the tunnel, such as structural stability, support design, and safety during construction. In this embodiment, the lateral area of ​​the tunnel is calculated mainly based on the cross-sectional shape and size of the tunnel. For a circular or approximately circular tunnel, the lateral area can be approximated by calculating the product of the circumference of the tunnel and the length of the tunnel; for a rectangular or other irregularly shaped tunnel, it is necessary to divide the tunnel cross section into several small areas, and then calculate the area of ​​each small area separately, and finally add these areas to obtain the total lateral area.

[0072] The constant of Terzaghi's ultimate bearing capacity formula refers to the constant in Terzaghi's ultimate bearing capacity formula, which can be realized as a fixed coefficient or parameter. The bearing capacity coefficient is related to the internal friction angle of the soil, and thus reflects the bearing characteristics of the foundation soil under different conditions. The correlation coefficient can be obtained through theoretical analysis or experimental data.

[0073] The bearing capacity coefficient of tunnel engineering is a key quantitative indicator that can be used to describe the overall response and stability of the tunnel structure or foundation when subjected to external loads. The above coefficient reflects the bearing capacity of the tunnel structure under a specific load and is an important parameter for evaluating its safety and stability. In tunnel engineering, the bearing capacity coefficient is related to many factors, such as the physical and mechanical properties of the foundation soil, the geometric dimensions of the tunnel, the construction method, and the support method. Therefore, when determining the bearing capacity coefficient, it is necessary to comprehensively consider the above factors and use theoretical formulas or empirical methods to calculate it.

[0074] The foundation width of a tunnel project refers to the width of the contact surface between the bottom of the tunnel and the foundation. The above parameters are of great significance in the design of tunnel projects, and directly affect the stability and bearing capacity of the tunnel. The size of the foundation width in the embodiment depends on multiple factors, including but not limited to the geometric dimensions of the tunnel, geological conditions, construction methods, and expected loads, etc. During the tunnel design stage, it is necessary to comprehensively consider them according to the actual project conditions to obtain the optimal foundation width.

[0075] The foundation bearing capacity prediction function comprehensively considers the various mechanical properties and geometric dimensions of the foundation soil, and can more accurately reflect the actual bearing capacity of the tunnel foundation. By incorporating multiple parameters such as the geological plasticity index, geological bearing capacity gain coefficient, and lateral correction coefficient, the prediction function can more comprehensively evaluate the bearing capacity of the foundation, improve the accuracy of the prediction results, and at the same time, it can plan the construction plan of the tunnel project more scientifically and reasonably, ensure the safety and quality of the project, and help guide engineering practice.

[0076] The radial displacement of tunnel surrounding rock is an important research topic in tunnel engineering, which involves the stability and safety of the tunnel. When analyzing the radial displacement of tunnel surrounding rock, in addition to the stress equilibrium equation obtained based on the yield criterion, the radial displacement of tunnel surrounding rock can also be analyzed through the relationship between displacement and radius change.

[0077] Based on the existing theoretical analysis information, the displacement-strain relationship needs to satisfy the following relationship:

[0078]

[0079] in, represents the radial displacement of the tunnel surrounding rock, represents the radial strain of the surrounding rock, It represents the corresponding functional relationship, which further describes the specific relationship between displacement and strain.

[0080] Based on the analysis of tunnel engineering geological conditions and engineering monitoring data, it can be seen that before the implementation of the tunnel project, the surrounding rock maintains a stable elastic state under the action of the original rock stress. Once the tunnel begins to be excavated, the stress distribution inside the surrounding rock will change significantly, and then stress concentration will occur and gradually penetrate into the surrounding rock. When the above stress concentration reaches or exceeds the ultimate strength of the rock mass, the surrounding rock around the tunnel will change from an elastic state to a plastic state.

[0081] Based on the information of tunnel implementation engineering, it is known that under normal surrounding rock conditions, stress concentration phenomenon easily causes the surrounding rock to exceed its ultimate strength, thereby forming a plastic zone near the tunnel boundary. In order to more intuitively understand and distinguish the change process of the above-mentioned zones, this embodiment divides the elastic-plastic state of the surrounding rock after tunnel excavation into two main zones: the elastic zone and the plastic zone. The boundary between the above two zones can be represented by a specific radius It is represented by the transition and change of the tunnel surrounding rock from the elastic state to the plastic state.

[0082] The prestressed anchor rod passes through the plastic zone and is anchored in the elastic zone. The support radius R is used to describe the action range of the anchor rod. When R is less than or equal to When the anchor bolt mainly provides support for the surrounding rock in the plastic zone, that is, When R is greater than When the anchor rod is deep into the elastic area, it can provide stable support for a wider range of surrounding rocks. The surrounding rock is in an elastic state.

[0083] In this example, the elastic and plastic zones of the tunnel surrounding rock are drawn. For details, see Figure 2 ,in represents the tunnel support radius, represents the boundary radius between the elastic region and the plastic region, Indicates the radius of the tunnel.

[0084] Combining the above displacement-strain relationship, tunnel surrounding rock state and actual support conditions, a surrounding rock displacement calculation function was established, which satisfies the following relationship:

[0085]

[0086] in, represents the radial displacement of the tunnel surrounding rock, represents the shear modulus, represents the initial stress of the tunnel surrounding rock, Indicates the surrounding rock pressure when the tunnel support radius is greater than the reference value of the boundary radius. represents the support radius of the tunnel project, Indicates the radius of the tunnel.

[0087] The radial displacement of the tunnel surrounding rock refers to the deformation or movement of the surrounding rock in the direction perpendicular to the tunnel axis after the tunnel is excavated. The displacement is mainly caused by the dimensional change, stress redistribution and surrounding rock strength fluctuation caused by tunnel excavation. In this embodiment, the schematic diagram of radial displacement is shown in Figure 3 .

[0088] Shear modulus refers to the shear stress value generated by the main structural material of the tunnel under unit shear strain when subjected to shear stress. It measures the material's ability to resist deformation when subjected to shear force, and can also describe the relationship between shear stress and shear strain within the limit range of elastic deformation ratio. The larger the shear modulus, the smaller the deformation of the tunnel material under shear force, and the stronger the corresponding rigidity.

[0089] The shear modulus is the ratio of shear stress to shear strain, and its calculation formula satisfies the following relationship:

[0090]

[0091] in, represents the shear modulus, represents the shear stress, represents shear strain.

[0092] Shear stress describes the force per unit area borne by the tunnel material when it is subjected to tangential force, and also reflects the mechanical response of the tunnel material under shear deformation.

[0093] Shear strain describes the degree of deformation of tunnel materials in the shear direction relative to their original size when subjected to shear force. Shear strain is an important parameter in tunnel material mechanics and can be used to evaluate the deformation behavior of materials under shear load.

[0094] The initial stress of the tunnel surrounding rock refers to the internal stress of the tunnel rock mass under natural conditions before tunnel excavation, which can also be called original rock stress, natural stress or geostress. The above stress state is formed in the long geological history of the rock mass and is affected by many factors including but not limited to the deadweight of the rock mass, geological structure, temperature, physical and mechanical properties of the rock mass and topography.

[0095] When the tunnel support radius is greater than the reference value of the boundary radius, the corresponding surrounding rock pressure refers to the boundary radius between the elastic zone and the plastic zone of the surrounding rock. Reference or estimated value, when the support radius Greater than the dividing radius The surrounding rock pressure at that time reflects the supporting effect of the supporting structure on the surrounding rock and the stress state of the surrounding rock itself. It is an important factor in calculating the surrounding rock displacement.

[0096] The support radius of a tunnel project refers to the radius of the area covered by support structures such as anchors, steel frames, shotcrete, etc. around the tunnel. The size of the above radius directly determines the supporting effect of the support structure on the surrounding rock and the stability of the tunnel. If the support radius is too small, the support structure will not be able to effectively support the surrounding rock, thereby increasing the risk of tunnel collapse; if the support radius is too large, it will increase the difficulty and cost of construction.

[0097] The tunnel radius refers to the radius of the tunnel cross section, that is, the distance from the center point of the tunnel (the center of the circle) to the edge of the tunnel (any point on the circle). It is an important geometric parameter that describes the size and space of the tunnel. Understanding and mastering the key concepts and parameters in tunnel engineering is of great significance to the safety and stability of tunnel engineering. It can not only improve the efficiency and quality of tunnel engineering, but also reduce construction costs and environmental impacts, and provide support for the sustainable development and scientific optimization of tunnel engineering.

[0098] The lateral convergence deformation value of the tunnel is a core indicator in the tunnel construction process, which can evaluate the stability and safety of the tunnel structure. In this embodiment, the lateral convergence deformation value of the tunnel is analyzed and specifically calculated based on the inclination convergence algorithm and the error layout scheme.

[0099] Based on the geological conditions of tunnel engineering and engineering monitoring data, it is known that there is a specific relationship between the horizontal inclination angle and the tunnel diameter. For a schematic diagram of the relationship between the tunnel radius and the inclination angle, please refer to Figure 4 ,in Indicates that the tunnel is Horizontal diameter value in the time domain, Indicates that the tunnel is Horizontal diameter value in the time domain.

[0100] The tunnel lateral deformation analysis function was established based on the tunnel inclination convergence algorithm and error layout scheme, and it satisfies the following relationship:

[0101]

[0102] in, represents the lateral convergence deformation value of the tunnel, Indicates the fixed parameters of the tunnel. Indicates that the tunnel is Horizontal diameter value in the time domain, express The inclination value of the wireless inclination measurement sensor inside and outside the time domain tunnel, Indicates that the tunnel is Horizontal diameter value in the time domain, express The inclination values ​​of the wireless inclination measurement sensors inside and outside the tunnel in the time domain, Indicates the inclination measurement parameters of the wireless inclination measurement sensor.

[0103] The tunnel transverse convergence deformation value refers to the change in the transverse dimension of the tunnel after the tunnel is built. In order to accurately detect the tunnel deformation value, a convergence meter and an inclination measurement sensor are set on the tunnel wall for real-time monitoring.

[0104] The fixed parameters of a tunnel refer to the vertical distance from the top of the tunnel to the ground surface. It is one of the important parameters in tunnel design. It affects the stability of the tunnel and the choice of construction methods. It needs to be selected and adjusted based on the cross-sectional shape of the tunnel, geological conditions, construction methods and usage requirements.

[0105] The horizontal diameter value of a tunnel in different time domains refers to the horizontal diameter value of a tunnel in different time domains, which is the maximum width or diameter value in the horizontal direction at different time points or time periods. In tunnel engineering, the size and shape of a tunnel determine the tunnel's capacity, stability, and the choice of construction method.

[0106] The inclination values ​​of the wireless inclination measurement sensors inside and outside the tunnel in different time domains refer to the inclination angle values ​​measured by the wireless inclination measurement sensors installed inside and outside the tunnel at different time points or time periods in the tunnel. The above inclination values ​​are helpful to monitor the deformation of the tunnel and evaluate the stability and safety of the tunnel. In practical applications, wireless inclination measurement sensors are installed inside and outside the tunnel to monitor the inclination angle of the tunnel in real time. The above sensors can send the measurement data to the receiver or control system through the wireless communication protocol, which is conducive to the subsequent data analysis and evaluation of the tunnel construction plan.

[0107] The inclination measurement parameters of the wireless inclination measurement sensor refer to the inclination measurement range, measurement accuracy, resolution and linear accuracy of the wireless inclination measurement sensor. These parameters jointly determine the performance and application scope of the wireless inclination measurement sensor. When selecting a sensor, it is necessary to match the corresponding sensor measurement parameters according to the specific instrument parameters, application scenarios and requirements to ensure the accuracy and reliability of the sensor.

[0108] In addition, the establishment and application of tunnel lateral deformation analysis functions require comprehensive consideration of multiple factors, including but not limited to the structural characteristics of the tunnel, geological conditions, construction technology, accuracy and reliability of monitoring equipment, etc. Therefore, when applying the function to analyze tunnel lateral deformation, it is necessary to fully consider the impact of other factors on the analysis results, and make appropriate adjustments and corrections based on actual conditions.

[0109] In the above tunnel perimeter settlement analysis model, a perimeter settlement data processing function is established; and based on the data processing results of the perimeter settlement data processing function, the tunnel perimeter settlement conditions are analyzed.

[0110] In order to accurately analyze the surrounding settlement conditions of the tunnel, the embodiment optimizes the processing and analysis of the surrounding settlement monitoring data of the tunnel based on the periodic variation law of the data.

[0111] When processing the raw monitoring data of the tunnel perimeter settlement, a series of data optimization measures were taken in the embodiment to improve the accuracy and reliability of the data and lay a solid foundation for subsequent analysis.

[0112] In this embodiment, the data monitoring cycle sequence T is set according to the relevant initial data of the tunnel engineering geological conditions and engineering monitoring data. The above sequence consists of a series of continuous time points, time intervals or time domains. The data monitoring cycle sequence T (time points, time intervals or time domains) satisfies the following relationship: ,Each time point represents a collection moment of monitoring data, that is, the number 1 represents the initial data corresponding to data monitoring time 1.

[0113] The relationship between the tunnel monitoring period T and the initial detection data is further defined and analyzed.

[0114] Statistical methods, mathematical models or machine learning algorithms can be used to quantitatively analyze and verify the initial detection data and data monitoring cycle characteristics.

[0115] Monitoring data at consecutive time points The data show a periodic change pattern. The corresponding monitoring data have different data characteristics or change trends, that is, different data monitoring results.

[0116] In this embodiment, the data monitoring results corresponding to different data collection moments, time intervals or time domains in the data monitoring cycle sequence need to satisfy the following relationship:

[0117]

[0118] in, Indicates the result of the data monitoring period function, represents the constant term of the data monitoring period function, Indicates data monitoring time The corresponding first coefficient of the Fourier transform model is, represents the second coefficient of the Fourier transform model corresponding to the data monitoring time t, represents any integer, represents the fundamental angular frequency of the data signal, Represents the corresponding time variable coefficient of the data monitoring time t.

[0119] The constant term of the data monitoring periodic function represents a constant component that does not change with time, frequency or any multiples thereof. The constant component can usually be a DC component in the field of signal processing, which reflects the overall offset of the signal in the time domain and is a manifestation of the static characteristics of the signal.

[0120] The above integer n appears as the index of the signal harmonic order or frequency component, which traverses all positive integers and zero. Each integer value corresponds to a specific frequency component in the data signal, that is, n times the fundamental frequency. The related frequency components together constitute the spectrum of the data signal, thus revealing the complex structure of the tunnel monitoring data signal in different frequency domains.

[0121] The fundamental angular frequency is a key parameter that determines the fundamental period of a signal, which indicates the angular displacement that a signal undergoes in a complete period. The data monitoring period of a signal can be directly calculated from the fundamental angular frequency, which satisfies the following relationship:

[0122]

[0123] in, represents the fundamental angular frequency of the data signal, Indicates the data monitoring cycle, Represents a mathematical constant.

[0124] In the field of signal processing, a periodic signal refers to a signal whose waveform repeats regularly on the time axis. Data monitoring cycle Indicates the time required for a signal to complete a full cycle, which can be expressed in seconds, minutes, or hours. It is the basis for understanding the dynamic behavior of periodic signals, which determines the basic frequency and spectral structure of the signal.

[0125] Mathematical constants The monitoring cycle can be When converted into units corresponding to angular frequency, it is helpful to analyze the periodic characteristics of the data signal more intuitively in the frequency domain.

[0126] The time variable coefficient represents a specific position on the time axis, that is, the variable coefficient corresponding to different data collection moments, time intervals or time domains, which helps to have a deeper understanding of the dynamic behavior and attribute characteristics of different time signals.

[0127] In the Fourier transform model, the coefficients and They represent the specific components of the signal within the data monitoring time t. According to the Fourier transform model coefficient, the offset of the signal within the time range can be reflected. It is not affected by time changes and is the static characteristic of the tunnel detection signal. The first coefficient represents the size of the DC component of the signal within the data monitoring time t, which is usually a real number that directly reflects the offset of the signal; the second coefficient represents the average value of the signal within the monitoring time t, that is, the average effect of the signal within the entire time range, which further reflects the average effect of the signal within a certain time period or a certain frequency range.

[0128] The above data monitoring cycle sequence The included data monitoring results satisfy the following relationship:

[0129]

[0130] in, Represents a set of data monitoring results, Indicates the data monitoring result corresponding to data monitoring time 1, Indicates the data monitoring result corresponding to data monitoring time 2. Indicates the data monitoring result corresponding to data monitoring time 3, Indicates the data monitoring result corresponding to the data monitoring time t.

[0131] Based on the data monitoring results corresponding to the data monitoring period sequence, a peripheral settlement data processing function was established in the tunnel peripheral settlement analysis model.

[0132] Firstly, a peripheral settlement data processing function was established in the tunnel peripheral settlement analysis model based on the Fourier transform model, and the tunnel monitoring data was decomposed and optimized based on the data processing function. The Fourier transform model can convert complex time domain signals into frequency domain representations, thereby revealing the periodic components hidden in the signals. The above conversion process is crucial for understanding the dynamic behavior of tunnel settlement.

[0133] However, the traditional Fourier series has limitations when processing non-periodic functions or infinite periodic signals. In order to overcome the relevant limitations and problems, this embodiment optimizes the Fourier transform method and further establishes a peripheral sedimentation data processing function. This function can analyze any form of function or signal, as well as the periodic laws and characteristic properties of different time domain signals.

[0134] The above peripheral settlement data processing function satisfies the following relationship:

[0135]

[0136] in, Represents the data signal after different time domain and frequency domain transformations, Indicates the result of the data monitoring period function, represents the imaginary unit, represents the fundamental angular frequency of the data signal, Represents the corresponding time variable coefficient of the data monitoring time t.

[0137] The data signals after different time domain and frequency domain transformations refer to the frequency domain representations of the original data signals after the frequency domain transformation, based on which the characteristics of different time domain signals can be observed and analyzed from different angles and resolutions.

[0138] The data monitoring periodic function results include the periodic behavior and data characteristics of the data changing over time, which mainly include the periodic signals and monitoring data generated during the tunnel construction process.

[0139] Imaginary units satisfy: , complex numbers constructed based on imaginary units can further represent points or vectors on a two-dimensional plane, while enriching algebraic and geometric properties. In the peripheral sedimentation data processing function, the imaginary unit, the fundamental angular frequency, and the time variable coefficient of the data signal together constitute a complex exponential function , which is conducive to realizing the frequency domain transformation of detection data at different times.

[0140] The time variable coefficients corresponding to different time domains can be used to adjust the time scale parameters so that the complex exponential function Frequency domain transformation can be performed for a specific time point or time period. Furthermore, in this embodiment, the time variable coefficients corresponding to different time domains represent a time offset or a mark of a time point.

[0141] Optimize the processing through the surrounding settlement data processing function , and its corresponding transformed frequency domain result satisfies the following relationship:

[0142]

[0143] Among them, m(T) represents the data signal set after different time domain and frequency domain transformations, m(1) represents the frequency domain transformation data signal corresponding to data monitoring time 1, m(2) represents the frequency domain transformation data signal corresponding to data monitoring time 2, and m(3) represents the frequency domain transformation data signal corresponding to data monitoring time 3. Represents the frequency domain transformed data signal corresponding to the data monitoring time t.

[0144] In an optional embodiment, the tunnel perimeter settlement analysis model processes the initial data through the perimeter settlement data processing function, and different time domain signals are converted into continuous spectrum representations. Different time domain signals are plotted based on the data signal sets after different time domain and frequency domain transformations, and then a time domain signal spectrum diagram is obtained. For details, please refer to Figure 5 .

[0145] Figure 5 The energy distribution of the signal at different frequencies is intuitively displayed, which is helpful for identifying the main periodic components in tunnel settlement. Furthermore, the periodic characteristics of tunnel periphery settlement at different time points or in different time domains can be extracted by analyzing the spectrum diagram. The above characteristics are of great significance for evaluating the stability of the tunnel and predicting future settlement trends. In an optional embodiment, it can be observed that certain frequency components are significantly enhanced in a specific time period, which may be related to the geology or construction status around the tunnel.

[0146] Finally, the ultimate bearing capacity of the tunnel is obtained based on the foundation bearing capacity prediction function; the radial displacement of the tunnel surrounding rock is obtained through the surrounding rock displacement calculation function; the radial stress of the tunnel surrounding rock is obtained using the tunnel lateral deformation analysis function; the surrounding settlement information in different time domains is obtained based on the tunnel surrounding settlement analysis model; the tunnel ultimate bearing capacity, tunnel surrounding rock radial displacement, tunnel surrounding rock radial stress and surrounding settlement information are combined to obtain the tunnel geomechanical analysis results in the embodiment.

[0147] In an optional embodiment, the tunnel geomechanics analysis process is as follows:

[0148] The foundation bearing capacity prediction function is used to estimate the ultimate bearing capacity of the tunnel, based on which the maximum load that the tunnel structure can withstand under specific geological conditions is evaluated.

[0149] The radial displacement data of the tunnel surrounding rock can be obtained through the surrounding rock displacement calculation function, which plays an important role in understanding the deformation mode analysis of the surrounding rock after tunnel excavation.

[0150] The tunnel lateral deformation analysis function is also used to evaluate the radial stress distribution of the tunnel surrounding rock. The radial stress is an important parameter in the tunnel stability and safety analysis, which further reflects the response of the surrounding rock to the tunnel excavation. At the same time, the surrounding settlement information in different time domains can be obtained based on the tunnel surrounding settlement analysis model. This helps to accurately analyze the settlement law of the surrounding surface during tunnel construction and operation.

[0151] Finally, the ultimate bearing capacity of the tunnel, the radial displacement of the surrounding rock, the radial stress of the surrounding rock and the surrounding settlement information are combined for comprehensive analysis and evaluation, based on which the tunnel geomechanical analysis results in the embodiment are obtained, which have important guiding significance for the design, construction and operation of the tunnel. In the embodiment, a series of analysis functions and models are used to comprehensively consider the bearing capacity of the tunnel, the deformation and stress distribution of the surrounding rock and the surface settlement, thereby obtaining a comprehensive and in-depth tunnel geomechanical analysis result.

[0152] Furthermore, the method for obtaining the tunnel geomechanical analysis results in the present embodiment is only an optional condition of the present embodiment. In one or some other embodiments, the method for obtaining the tunnel geomechanical analysis results can be adjusted according to the data optimization requirements and the actual conditions of the tunnel construction, thereby ensuring that the analysis process is more in line with the actual construction conditions, thereby improving the accuracy and reliability of the analysis results.

[0153] S3. Combine the above tunnel geomechanical analysis results, tunnel engineering geological conditions and engineering monitoring data to analyze the stress evolution trend, surrounding rock deformation and plastic zone distribution of the tunnel project. The specific steps and implementation contents are as follows:

[0154] In this embodiment, a three-dimensional geomechanical simulation model is also designed; then, the three-dimensional geomechanical simulation model dynamically analyzes the stress evolution trend, surrounding rock deformation and plastic zone distribution of the tunnel project based on the tunnel geomechanical analysis results, tunnel engineering geological conditions and engineering monitoring data.

[0155] The 3D geomechanical simulation model aims to comprehensively and deeply analyze the stress evolution trend, surrounding rock deformation and plastic zone distribution of tunnel engineering. In order to achieve the above goals, the tunnel geomechanical analysis results, tunnel engineering geological conditions and engineering monitoring data are fully utilized to ensure the accuracy and reliability of the 3D simulation results.

[0156] In order to construct a three-dimensional geomechanical simulation model, the embodiment introduces numerical software such as PLAXIS, which has powerful computing power and analysis functions and can accurately simulate the geomechanical behavior in tunnel engineering. In an optional embodiment, a dynamic comparison and analysis of key parameters such as foundation bearing capacity, surrounding rock deformation, and surrounding settlement is performed based on the multi-factor analysis results of geomechanics. Through this process, a deeper understanding of the stress evolution trend, surrounding rock deformation, and plastic zone distribution of tunnel engineering under different construction stages and geological conditions can be obtained.

[0157] By dynamically simulating the mechanical characteristics of tunnel construction using a three-dimensional geomechanical simulation model, the stress distribution, deformation pattern, and expansion of the plastic zone of the surrounding rock during tunnel construction can be intuitively observed. The relevant dynamic simulation information is crucial for evaluating the stability and safety of tunnel construction, and helps to promptly discover and resolve potential construction problems.

[0158] The 3D geomechanical simulation model of this embodiment provides a comprehensive, in-depth and accurate tunnel engineering analysis technology, which can better understand and predict the geomechanical behavior of tunnel engineering and provide technical support for the design, construction and operation of tunnels. At the same time, the model is also highly flexible and scalable, and can be continuously optimized and improved according to actual needs and conditions to adapt to more complex and changeable tunnel engineering environments.

[0159] In an optional embodiment, the three-dimensional geomechanical simulation model analyzes the stress evolution trend of the tunnel project based on the tunnel ultimate bearing capacity, tunnel engineering geological conditions and engineering monitoring data, and the specific contents are as follows:

[0160] The tunnel's ultimate bearing capacity, tunnel engineering geological conditions, and real-time engineering monitoring data are input into the 3D geomechanical simulation model. By integrating multi-dimensional data and key element information, the 3D geomechanical simulation model can automatically depict and predict the stress evolution trend in tunnel engineering.

[0161] The 3D geomechanical simulation model takes into account the complexity of the geological conditions of tunnel engineering. The input data includes key factors such as the diversity of geological structures, differences in rock layer distribution, dynamic changes in groundwater levels, and the mechanical properties of soil and rock. The above conditions have a profound impact on the stress distribution, deformation mode and stability of the tunnel.

[0162] In addition, real-time engineering monitoring data is fully utilized. The monitoring data in the embodiment mainly comes from various monitoring methods and instruments during tunnel construction and operation, such as strain gauges, displacement sensors, stress measurement systems, etc. The relevant data is conducive to analyzing the actual stress state and deformation of the tunnel, helping to more accurately capture the evolution trend of stress, and verifying and adjusting the simulation results of the three-dimensional model.

[0163] In the embodiment, the stress evolution trend of the tunnel project is comprehensively and deeply simulated and predicted by combining the tunnel's ultimate bearing capacity, engineering geological conditions and engineering monitoring data using a three-dimensional geomechanical simulation model. This not only improves the accuracy and reliability of the stress evolution analysis results, but also provides strong technical support and decision-making basis for the design, construction and operation of the tunnel project.

[0164] In an optional embodiment, the three-dimensional geomechanical simulation model analyzes the surrounding rock deformation of the tunnel project based on the radial displacement of the tunnel surrounding rock, the lateral convergence deformation value of the tunnel, the geological conditions of the tunnel engineering and the engineering monitoring data. The specific contents are as follows:

[0165] First, the dynamic evolution of surrounding rock displacement and stress is analyzed. The three-dimensional geomechanical simulation model can generate dynamic curves of surrounding rock displacement over time and comparative curves of stress state evolution. The relevant dynamic schematic diagrams not only show the absolute values ​​of tunnel displacement and stress, but also reveal the changing trends with the construction progress or the passage of time, providing an intuitive understanding of the changes in surrounding rock stability over time.

[0166] Going a step further, multi-factor correlation analysis is performed. In addition to basic displacement and stress data, the 3D geomechanical simulation model also considers the influence of multiple factors such as geological structure, groundwater distribution, and rock mechanical properties on surrounding rock deformation. The correlation between related factors and surrounding rock deformation is analyzed through algorithms, so as to more accurately predict and explain the deformation mechanism and surrounding rock deformation.

[0167] Next, visualization and interactive graphic information are generated. In order to facilitate the understanding and analysis of the simulation results of the rapid adjustment construction process, the model supports the generation of three-dimensional visualization, which can intuitively display the displacement field, stress field and deformation trend of the surrounding rock. At the same time, it also supports interactive exploration. Relevant personnel can adjust the perspective, zoom in on details or view data at a specific time point as needed, which enhances the intuitiveness and accuracy of the tunnel construction plan and related decisions.

[0168] In this embodiment, a schematic diagram of the change of the radial displacement of the tunnel surrounding rock and time at any two detection points is drawn. For details, see Figure 6 .

[0169] In an optional embodiment, the three-dimensional geomechanical simulation model analyzes the distribution of the plastic zone of the tunnel project based on the surrounding settlement information in different time domains, the geological conditions of the tunnel project and the engineering monitoring data. The specific contents are as follows:

[0170] The three-dimensional geomechanical simulation model is used to analyze the distribution of plastic zones, settlement conditions and trends of tunnel projects. The above analysis process deeply integrates the surrounding settlement information in different time domains, the geological conditions of the tunnel project and the engineering monitoring data. Based on the surrounding settlement information in different time domains, the response characteristics of the tunnel structure at different time scales can be accurately analyzed. In the embodiment, the frequency relationship of the monitoring information in different time domains is analyzed based on the surrounding settlement information in different time domains.

[0171] By observation Figure 5 It can be seen that the signal amplitude shows different change trends at specific time points, time intervals and time domains. The above periodic fluctuations reveal the potential connection between tunnel convergence deformation and external disturbance factors.

[0172] In this embodiment, three surrounding settlement observation points are randomly selected in the tunnel project, and the corresponding surrounding settlement information, tunnel engineering geological conditions and engineering monitoring data are obtained at the same time. Then, the surface settlement conditions of the three surrounding settlement observation points during the tunnel construction process are obtained by using the three-dimensional geomechanical simulation model. For details, please refer to Figure 7 .

[0173] Based on the surrounding settlement information in different time domains, it is not only possible to more accurately predict and evaluate the distribution of plastic zones, settlement conditions and trends of tunnel projects, but also to provide a scientific basis for the safe operation and maintenance of tunnels. At the same time, this method also provides strong support for further exploration and optimization of tunnel structure design, construction parameters and operation management models.

[0174] S4. According to the above stress evolution trend, surrounding rock deformation and plastic zone distribution, the initial construction plan for entering and exiting the tunnel is adjusted and optimized to obtain an optimized construction plan for entering and exiting the tunnel. The specific steps and implementation contents are as follows:

[0175] In this embodiment, it is also necessary to introduce a historical construction database of the construction plan for entering and exiting the tunnel of a super-large section tunnel; then, the stress evolution trend, the deformation of the surrounding rock, and the distribution of the plastic zone are dynamically compared and analyzed with the historical construction database to obtain comparative analysis results; and based on the comparative analysis results, the initial construction plan for entering and exiting the tunnel is adjusted and optimized to obtain an optimized construction plan for entering and exiting the tunnel.

[0176] 1. Comprehensive analysis and historical data comparison

[0177] First, based on the above tunnel geomechanical analysis results, the stress changes and surrounding rock deformation dynamics during tunnel excavation can be effectively analyzed; combined with geological survey data, the future trend of stress evolution is predicted, and potential plastic zones are identified. Subsequently, the key data is compared with the historical database of super-large section tunnel entry and exit construction plans, and past successful cases and failure information are extracted through data analysis technology, providing an empirical basis for the optimization of the initial implementation plan.

[0178] 2. Targeted program adjustment and optimization

[0179] Strengthening stress management: Dynamically adjust the support design based on stress monitoring results, such as increasing the length of anchor rods and increasing the density of support structures, to effectively disperse and resist the pressure in high stress concentration areas, ensuring the stability and adaptability of the support system.

[0180] Refined deformation control: Through continuous deformation monitoring of the tunnel, the stability of the surrounding rock is evaluated. For areas with fast deformation rate and large deformation, measures to strengthen support are quickly taken, such as adding steel supports and implementing grouting reinforcement, so as to effectively control the deformation of the surrounding rock and ensure construction safety.

[0181] Plastic zone management: Identify the plastic zone based on numerical information and geological survey data, and effectively curb the expansion of the plastic zone and maintain the overall stability of the surrounding rock by optimizing excavation strategies such as partial excavation, symmetrical excavation and adjusting support parameters.

[0182] 3. Adjustment and optimization of construction plan

[0183] Upgrade of pre-reinforcement strategy: adopting advanced support and surface reinforcement technology, through grouting, anchor rods and other means, the bearing capacity of surrounding rock and surface soil is significantly improved, laying a solid foundation for the safe entry and exit of the tunnel.

[0184] Optimization of excavation sequence and support parameters: Based on the surrounding rock characteristics and stress state, we flexibly adjust the excavation sequence and optimize the support parameters, such as selecting high-strength and high-rigidity support materials and accurately controlling the grouting pressure, to ensure maximum support effect.

[0185] At the same time, the Internet of Things and big data platforms are used to achieve real-time monitoring and early warning of the construction process. New support materials, such as high-performance fiber composite materials, are explored and applied, and mechanized construction methods, such as shield machines and TBMs, are promoted to significantly improve construction efficiency and safety.

[0186] Through the above comprehensive analysis, not only the adjustment and optimization of the initial construction plan for entering and exiting the tunnel was achieved, but also strong adaptability and flexibility were demonstrated when facing complex geological conditions, providing technical support for the development of the tunnel engineering field.

[0187] See also Figure 8In an optional embodiment, in order to efficiently execute a super-large-section tunnel entry and exit construction plan optimization method provided by the present invention, the present invention also provides a super-large-section tunnel entry and exit construction plan optimization system, the super-large-section tunnel entry and exit construction plan optimization system includes a processor, an input device, an output device and a memory, the processor, the input device, the output device and the memory are interconnected, wherein the memory is used to store a computer program, the computer program includes program instructions, and the processor is configured to call the program instructions to execute the specific steps of the embodiment related to the super-large-section tunnel entry and exit construction plan optimization method provided by the present invention. The super-large-section tunnel entry and exit construction plan optimization system of the present invention has a complete structure, objective stability, and can efficiently execute the super-large-section tunnel entry and exit construction plan optimization method of the present invention, thereby improving the overall applicability and practical application ability of the present invention.

[0188] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention, rather than to limit it. Although the present invention has been described in detail with reference to the aforementioned embodiments, those skilled in the art should understand that they can still modify the technical solutions described in the aforementioned embodiments, or replace some or all of the technical features therein by equivalents. These modifications or replacements do not make the essence of the corresponding technical solutions deviate from the scope of the technical solutions of the embodiments of the present invention, and they should all be included in the scope of the claims and specification of the present invention.

Claims

1. A method for optimizing the construction plan of a super-large-section tunnel entrance and exit, characterized in that: The steps include: Obtaining tunnel engineering geological conditions and engineering monitoring data, and planning an initial construction plan for entering and exiting the tunnel based on the tunnel engineering geological conditions and the engineering monitoring data; Constructing a tunnel entry-exit geomechanical analysis mechanism based on the tunnel engineering geological conditions and the engineering monitoring data, and obtaining tunnel geomechanical analysis results through the tunnel entry-exit geomechanical analysis mechanism; Analyze the stress evolution trend, surrounding rock deformation and plastic zone distribution of the tunnel project in combination with the tunnel geomechanical analysis results, the tunnel engineering geological conditions and the engineering monitoring data; Adjusting and optimizing the initial construction plan for entering and exiting the tunnel according to the stress evolution trend, the deformation of the surrounding rock, and the distribution of the plastic zone to obtain an optimized construction plan for entering and exiting the tunnel; The construction of the tunnel entry and exit geomechanical analysis mechanism based on the tunnel engineering geological conditions and the engineering monitoring data includes: Based on the tunnel engineering geological conditions and the engineering monitoring data, a foundation bearing capacity prediction function, a surrounding rock displacement calculation function, a tunnel lateral deformation analysis function and a tunnel perimeter settlement analysis model are established; Combining the foundation bearing capacity prediction function, the surrounding rock displacement calculation function, the tunnel lateral deformation analysis function and the tunnel surrounding settlement analysis model to form a tunnel entry and exit geomechanical analysis mechanism; The establishment of a foundation bearing capacity prediction function, a surrounding rock displacement calculation function, a tunnel lateral deformation analysis function and a tunnel periphery settlement analysis model based on the tunnel engineering geological conditions and the engineering monitoring data comprises: Establishing a foundation bearing capacity prediction function based on the tunnel engineering structure, the tunnel engineering geological conditions and the engineering monitoring data; The foundation bearing capacity prediction function satisfies the following relationship: ， in, represents the ultimate bearing capacity of the tunnel, Represents the geological plasticity index of tunnel engineering, represents the geological bearing capacity gain coefficient of the tunnel project, represents the total bottom area of ​​the tunnel project, Indicates the geological unit weight of the tunnel project, represents the geological Terzaghi diameter of the tunnel project, represents the lateral correction factor of the tunnel project, represents the lateral area of ​​the tunnel project, represents the constant of Terzaghi's ultimate bearing capacity formula, represents the bearing capacity coefficient of the tunnel project, Indicates the foundation width of the tunnel project.

2. The method for optimizing the construction plan for entering and exiting a tunnel with a super-large cross-section according to claim 1 is characterized in that: The establishment of a foundation bearing capacity prediction function, a surrounding rock displacement calculation function, a tunnel lateral deformation analysis function and a tunnel periphery settlement analysis model based on the tunnel engineering geological conditions and the engineering monitoring data comprises: The surrounding rock displacement calculation function satisfies the following relationship: ， in, represents the radial displacement of the tunnel surrounding rock, represents the shear modulus, represents the initial stress of the tunnel surrounding rock, Indicates the surrounding rock pressure when the tunnel support radius is greater than the reference value of the boundary radius. represents the support radius of the tunnel project, Indicates the radius of the tunnel.

3. The method for optimizing the construction plan for entering and exiting a tunnel with a super-large cross-section according to claim 1 is characterized in that: The establishment of a foundation bearing capacity prediction function, a surrounding rock displacement calculation function, a tunnel lateral deformation analysis function and a tunnel periphery settlement analysis model based on the tunnel engineering geological conditions and the engineering monitoring data comprises: The tunnel lateral deformation analysis function satisfies the following relationship: ， in, represents the lateral convergence deformation value of the tunnel, Indicates the fixed parameters of the tunnel. Indicates that the tunnel is Horizontal diameter value in the time domain, express The inclination value of the wireless inclination measurement sensor inside and outside the time domain tunnel, Indicates that the tunnel is Horizontal diameter value in the time domain, express The inclination values ​​of the wireless inclination measurement sensors inside and outside the tunnel in the time domain, Indicates the inclination measurement parameters of the wireless inclination measurement sensor.

4. The method for optimizing the construction plan for entering and exiting a tunnel with a super-large cross-section according to claim 1 is characterized in that: The establishment of a foundation bearing capacity prediction function, a surrounding rock displacement calculation function, a tunnel lateral deformation analysis function and a tunnel periphery settlement analysis model based on the tunnel engineering geological conditions and the engineering monitoring data comprises: Establishing a peripheral settlement data processing function in the tunnel peripheral settlement analysis model; Analyze the settlement condition around the tunnel based on the data processing results of the surrounding settlement data processing function; The peripheral settlement data processing function satisfies the following relationship: ， in, Represents the data signal after different time domain and frequency domain transformations, Indicates the result of the data monitoring period function, represents the imaginary unit, represents the fundamental angular frequency of the data signal, Represents the corresponding time variable coefficient of the data monitoring time t.

5. The method for optimizing the construction plan for entering and exiting a tunnel with a super-large cross-section according to claim 1 is characterized in that: The tunnel geomechanics analysis results obtained by the tunnel entry and exit geomechanics analysis mechanism include: Obtaining the ultimate bearing capacity of the tunnel based on the foundation bearing capacity prediction function; The radial displacement of the tunnel surrounding rock is obtained by the surrounding rock displacement calculation function; The radial stress of the tunnel surrounding rock is obtained by using the tunnel lateral deformation analysis function; Obtaining surrounding settlement information in different time domains according to the tunnel surrounding settlement analysis model; The tunnel geomechanical analysis result is obtained by combining the tunnel ultimate bearing capacity, the tunnel surrounding rock radial displacement, the tunnel surrounding rock radial stress and the surrounding settlement information.

6. The method for optimizing the construction plan for entering and exiting a tunnel with a super-large cross-section according to claim 1 is characterized in that: The analysis of the stress evolution trend, surrounding rock deformation and plastic zone distribution of the tunnel project in combination with the tunnel geomechanical analysis results, the tunnel engineering geological conditions and the engineering monitoring data includes: Design three-dimensional geomechanical simulation models; The three-dimensional geomechanical simulation model analyzes the stress evolution trend, surrounding rock deformation and plastic zone distribution of the tunnel project based on the tunnel geomechanical analysis results, the tunnel engineering geological conditions and the engineering monitoring data.

7. The method for optimizing the construction plan for entering and exiting a tunnel with a super-large cross-section according to claim 6 is characterized in that: The adjusting and optimizing the initial construction plan for entering and exiting the tunnel according to the stress evolution trend, the deformation of the surrounding rock and the distribution of the plastic zone to obtain an optimized construction plan for entering and exiting the tunnel includes: Introducing the historical construction database of the entry and exit construction plans for super-large-section tunnels; Dynamically comparing and analyzing the stress evolution trend, the surrounding rock deformation and the plastic zone distribution with the historical construction database and obtaining comparative analysis results; Based on the comparative analysis results, the initial construction plan for entering and exiting the tunnel is adjusted and optimized to obtain an optimized construction plan for entering and exiting the tunnel.

8. A system for optimizing the construction plan of a super-large-section tunnel entrance and exit, characterized in that: The system includes a processor, an input device, an output device and a memory, wherein the processor, the input device, the output device and the memory are interconnected, wherein the memory is used to store a computer program, the computer program includes program instructions, and the processor is configured to call the program instructions to execute the method for optimizing the construction plan for entering and exiting a tunnel of a super-large section as described in any one of claims 1 to 7.

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