Extra-large hole and well group excavation layering height dynamic optimization decision-making system

Abstract

The invention relates to the technical field of well group construction, in particular to an extra-large hole well group excavation layering height dynamic optimization decision-making system, which comprises a data acquisition unit used for acquiring multi-source data of a target area to obtain a multi-source data fusion set; the data analysis unit is used for analyzing the stability constraint condition of the underground cavern group and the construction matching of mass concrete rapid warehousing based on the multi-source data fusion set, and determining a candidate interval of the layering height; and based on the construction period requirement of diversion tunnel plugging and the reinforcement treatment range of the unfavorable geologic body, multi-target screening is conducted on the candidate interval, and an initial layering height scheme is obtained. Through numerical simulation and a three-dimensional geology-structure coupling model, each layered height scheme can be subjected to safety verification, potential risks in the construction process are analyzed, and risk points of a diversion tunnel plugging structure and mass concrete warehousing are recognized in advance, so that the structural safety of a project is enhanced.

Description

Technical Field

[0001] This application relates to the field of well group construction technology, and in particular to a dynamic optimization decision-making system for the layered height of excavation in extra-large well groups. Background Technology

[0002] The Wudongde Hydropower Station is the uppermost of the four hydropower cascade projects on the lower reaches of the Jinsha River (from Panzhihua City to Yibin City) – Wudongde, Baihetan, Xiluodu, and Xiangjiaba. The right bank of the river section where the dam site is located belongs to Luquan County, Kunming City, Yunnan Province, while the left bank belongs to Huidong County, Sichuan Province.

[0003] A well group refers to a group of multiple wells drilled in a relatively small area within the same geological region, based on engineering needs and geological conditions. Well groups are commonly used in fields such as groundwater resource development, oil and gas exploration, mineral mining, geological surveying, and underground engineering construction.

[0004] Currently, traditional systems struggle to accurately identify potential risks during construction, especially in critical stages such as diversion tunnel sealing and concrete placement. The lack of effective numerical simulation and three-dimensional coupled model support means that potential problems may not be detected in advance during actual construction, increasing the safety risks of the project.

[0005] In addition, traditional systems have a weak ability to respond to real-time geological data and cannot make timely adjustments based on changes in the underground environment and construction feedback. This results in an inability to effectively respond to sudden geological changes or problems that arise during construction, thereby affecting the construction progress and quality. Summary of the Invention

[0006] The main purpose of this application is to provide a dynamic optimization decision-making system for the excavation layer height of extra-large tunnel groups, so as to solve the problem that existing technologies are not convenient for accurately identifying potential risks during construction.

[0007] To achieve the above objectives, this application provides the following technical solution: A dynamic optimization decision-making system for the layered height of excavation in a large-scale tunnel complex includes: The data acquisition unit is used to collect multi-source data of the target area and obtain a multi-source data fusion set. The multi-source data includes geological environment data of underground cave groups in the target area, performance parameters of large-volume concrete, spatial constraint data of diversion tunnel sealing, and distribution characteristics of adverse geological bodies. The data analysis unit is used to analyze the stability constraints of the underground well group and the construction matching of rapid placement of large-volume concrete based on the multi-source data fusion set, and to determine the candidate intervals of the layer height; based on the construction period requirements of the diversion tunnel sealing and the reinforcement treatment range of the adverse geological body, the candidate intervals are screened for multiple objectives to obtain the initial layer height scheme. The safety verification unit is used to verify the pouring continuity of large-volume concrete rapid placement and the structural safety of diversion tunnel sealing under the initial layering height scheme through numerical simulation, and to extract the correlation data between layering height and construction efficiency and risk level. The parameter correction unit is used to correct stability constraints and construction matching parameters based on real-time collected geological update data of underground cavern groups and construction feedback information, and dynamically adjust the initial layering height scheme. The layer height determination unit is used to determine the optimal layer height sequence and establish a decision file based on the adjusted initial layer height scheme, the final acceptance criteria for diversion tunnel sealing, and the treatment effect of adverse geological bodies. The decision optimization unit is used to generate a hierarchically optimized quality assessment report and risk warning indicators based on the construction efficiency data, structural safety data and historical typical case library in the decision archive, thereby obtaining a dynamic optimization decision system.

[0008] Preferably, based on the analysis of the stability constraints of the underground cavern group and the construction matching of rapid placement of large-volume concrete using the multi-source data fusion set, candidate intervals for layer height are determined, including: Based on the surrounding rock grade and fault fracture zone location in the geological environment data, the stress concentration factor and convergence deformation of the surrounding rock under different potential stratification heights are calculated to determine the threshold range of stability constraints. Based on the initial setting time and the loading capacity of the transport equipment in the performance parameters of the mass concrete, the matching relationship between the transportation time of concrete from the mixing plant to the loading port and the layer height is analyzed to obtain the construction matching index. By superimposing the threshold range of the stability constraint condition with the construction matching index, the layer height range that meets both requirements is selected to obtain the candidate interval of the layer height.

[0009] Preferably, based on the construction period requirements for diversion tunnel sealing and the reinforcement range of adverse geological bodies, the candidate intervals are subjected to multi-objective screening to obtain an initial layering height scheme, including: Extract the schedule requirements for diversion tunnel sealing, calculate the time required to complete each layer of excavation, support and diversion tunnel sealing at different layer heights, and obtain the schedule constraint curve; Based on the reinforcement treatment range of the adverse geological body, the weak reinforcement areas that need to be avoided or the key reinforcement areas that need to be covered by the layer height are determined, and spatial avoidance rules are obtained. The construction period constraint curve and the spatial avoidance rule are applied to the candidate interval to eliminate the layer heights that exceed the construction period or intrude into the weak reinforcement area, and retain the layer heights that meet the requirements. Based on the principle of optimal construction efficiency, an initial layer height scheme is obtained.

[0010] Preferably, the project schedule requirements for diversion tunnel sealing are extracted, and the time required to complete the excavation, support, and diversion tunnel sealing for each layer at different layer heights is calculated to obtain the schedule constraint curve, including: Obtain basic geological information and initial stratified design parameters for the diversion tunnel; Extract the stratum hardness distribution, fault zone location, and surrounding rock stability parameters along the diversion tunnel from the basic geological information; Based on the maximum allowable layer thickness and minimum construction safety distance requirements in the initial layer design parameters, the hardness distribution of the stratum is segmented and analyzed to obtain a candidate set of initial layer heights. By simulating the construction interference under different candidate layer heights, candidate layer heights that meet the construction safety threshold are selected and a sequence of layer heights to be calculated is formed. Based on the layer height sequence and the basic geological information, the excavation operation time corresponding to each layer is calculated; based on the excavation operation time results of each layer and the geological state data after excavation, the support operation time corresponding to each layer is calculated; based on the support operation time results of each layer and the structural state data after support is completed, the diversion tunnel sealing operation time corresponding to each layer is calculated. The excavation time, support time, and sealing time of each layer are combined to obtain the construction period constraint curve.

[0011] Preferably, based on the reinforcement treatment range of the adverse geological body, the weak reinforcement areas that need to be avoided or the key reinforcement areas that need to be covered by the layer height are determined, resulting in spatial avoidance rules, including: Obtain spatial distribution data of the reinforcement treatment range of the unfavorable geological body; based on the spatial distribution data, identify the specific areas of weak reinforcement zones and key reinforcement zones; Obtain the spatial location information corresponding to the layer height to be implemented; based on the spatial distribution characteristics of the weak reinforcement area and the key reinforcement area, and the spatial location information of the layer height, determine the range of weak reinforcement areas to be avoided and the range of key reinforcement areas to be covered for each layer height; Based on the areas to be avoided and the areas to be covered, spatial avoidance rules are obtained.

[0012] Preferably, numerical simulations are used to verify the pouring continuity of large-volume concrete under the initial layering height scheme and the structural safety of the diversion tunnel sealing, extracting correlation data between layering height and construction efficiency and risk level, including: Establish a three-dimensional geological-structural coupled model of the underground cavern group in the target area, and input the layering parameters of the initial layering height scheme, the performance parameters of the large-volume concrete, and the parameters of the diversion tunnel sealing material; Simulate the rapid pouring process of large-volume concrete, monitor the concrete drop height, impact force, and density of interlayer bonding surfaces, and evaluate the continuity of pouring. Simultaneously simulate the stress distribution and deformation characteristics of the diversion tunnel sealing section at different layer heights to identify cracking risk points in the sealing structure; Data such as the number of pouring interruptions and the maximum deformation value of the sealing structure were extracted from the simulation results to establish correlation data between layer height and construction efficiency and risk level.

[0013] Preferably, a three-dimensional geological-structural coupled model of the underground cavern complex in the target area is established, including: Acquire engineering survey data of the target area; perform data fusion processing on the multi-source data fusion set and the engineering survey data to construct an initial geological model of the underground cavern group; Based on the initial geological model of the underground cavern group, all geological structural units and the structural features of the underground caverns were identified; Identify the main geological factors affecting the structural stability of underground caverns and establish a geological factor index system; Analyze the impact of various geological factors on the stability of underground cavern structures and construct an influence weight matrix; The geological factor index system is fused with the influence weight matrix to obtain the geological-structural correlation matrix; Based on the geological-structural correlation matrix, the initial geological model of the underground cavern group is coupled and optimized to obtain a three-dimensional geological-structural coupled model.

[0014] Preferably, based on real-time collected geological update data of underground cavern groups and construction feedback information, the stability constraints and construction matching parameters are corrected, and the initial stratification height scheme is dynamically adjusted, including: Geological update data such as surrounding rock displacement and joint development are collected in real time during the excavation process using drilling inclinometers, convergence meters, and infrared monitoring equipment. Collect feedback information on concrete transportation time, number of interruptions in placement, and solidification rate of diversion tunnel sealing materials during actual construction. The geological update data and the feedback information are input into the multi-source data fusion set to correct the stress concentration coefficient threshold in the stability constraint and the transportation time threshold in the construction matching index. Based on the corrected parameters, the remaining construction period requirements for the candidate interval and the diversion tunnel sealing are recalculated, and the layer height values ​​and boundary positions in the initial layer height scheme are adjusted.

[0015] Preferably, based on the adjusted initial stratification height scheme, the final acceptance criteria for diversion tunnel sealing, and the treatment effect of adverse geological bodies, the optimal stratification height sequence is determined, and a decision file is established, including: By comparing the adjusted layer height scheme with the final acceptance criteria for the diversion tunnel sealing, the layer height that meets the acceptance requirements is selected. Based on the treatment effect of adverse geological bodies, optimize the spatial layout of layer height; Select the sequence with the highest construction efficiency and lowest risk level from the layer heights that meet the conditions, and use it as the optimal layer height sequence. The optimal stratification height sequence, geological data at each stage, construction parameters, and acceptance results are archived in chronological order to establish a decision-making archive.

[0016] Preferably, based on the construction efficiency data, structural safety data, and historical typical case library in the decision-making archive, a hierarchically optimized quality assessment report and risk warning indicators are generated to obtain a dynamic optimization decision-making system, including: Extract construction efficiency and safety data from the decision-making archive, wherein the construction efficiency and safety data include single-layer construction period, concrete pouring density, and deformation of the sealing structure; Retrieve layered height optimization cases with similar geological conditions and similar diversion tunnel sealing requirements from the historical typical case library of underground cavern groups in the target area; By comparing the current project's construction efficiency and safety data with historical cases, the advantages and disadvantages of the layered height scheme are analyzed, and a quality assessment report is obtained. Based on the key parameters in the quality assessment report, and through standardized requirements and expert experience, risk warning thresholds with tiered adjustments are set to obtain a dynamic optimization decision-making system.

[0017] This application, through dynamic analysis and optimization of layer height, enables real-time adjustments to the plan based on actual geological conditions and construction progress, avoiding unnecessary construction delays, saving construction time, and improving overall construction efficiency. Furthermore, through numerical simulation and a three-dimensional geological-structural coupling model, it can perform safety verification on each layer height plan, analyze potential risks during construction, and identify risk points in the diversion tunnel sealing structure and large-volume concrete placement in advance, thereby enhancing the structural safety of the project. Moreover, by collecting real-time geological update data and construction feedback information, the initial layer height plan can be adjusted promptly, giving the system dynamic adaptability and ensuring its ability to cope with changes in the geological environment during construction, preventing unpredictable geological changes from negatively impacting construction progress and safety. Finally, based on decision archives and historical typical cases, the system can generate a quality assessment report on layer height optimization, identify potential risks, and set risk warning thresholds, helping the project management team to take proactive measures and reduce the probability of risks occurring. Attached Figure Description

[0018] Figure 1This is a schematic diagram of the system architecture of an embodiment of the dynamic optimization decision-making system for the excavation layer height of a large-scale tunnel group according to this application.

[0019] Attached reference numerals: 1. Data acquisition unit; 2. Data analysis unit; 3. Security verification unit; 4. Parameter correction unit; 5. Layer height determination unit; 6. Decision optimization unit. Detailed Implementation

[0020] The technical solutions in the embodiments of this application will be clearly and completely described below with reference to the accompanying drawings.

[0021] like Figure 1 As shown, the dynamic optimization decision-making system for the layered height of excavation of extra-large tunnel groups proposed in this invention includes: Data acquisition unit 1 is used to collect multi-source data of the target area and obtain a multi-source data fusion set. The multi-source data includes geological environment data of underground cave groups in the target area, performance parameters of large-volume concrete, spatial constraint data of diversion tunnel sealing, and distribution characteristics of adverse geological bodies. Data analysis unit 2 is used to analyze the stability constraints of underground cavern groups and the construction matching of rapid placement of large-volume concrete based on multi-source data fusion set analysis, and to determine the candidate intervals of layer height; based on the construction period requirements of diversion tunnel sealing and the reinforcement treatment range of adverse geological bodies, the candidate intervals are screened for multiple objectives to obtain the initial layer height scheme; Safety verification unit 3 is used to verify the pouring continuity of large-volume concrete rapid placement and the structural safety of diversion tunnel sealing under the initial layer height scheme through numerical simulation, and to extract the correlation data between layer height and construction efficiency and risk level. The parameter correction unit 4 is used to correct the stability constraints and construction matching parameters based on the real-time collected geological update data of the underground cavern group and construction feedback information, and dynamically adjust the initial layering height scheme. The layer height determination unit 5 is used to determine the optimal layer height sequence and establish a decision file based on the adjusted initial layer height scheme, the final acceptance criteria for diversion tunnel sealing, and the treatment effect of adverse geological bodies. The decision optimization unit 6 is used to generate a hierarchically optimized quality assessment report and risk warning indicators based on construction efficiency data, structural safety data and historical typical case library in the decision archive, thus obtaining a dynamic optimization decision system.

[0022] In this invention, the data acquisition unit is mainly responsible for collecting various types of data from the target area, covering the geological environment of the underground well complex, the performance parameters of the large-volume concrete, the spatial constraints of the diversion tunnel sealing, and the distribution characteristics of adverse geological bodies. These data provide a basis for subsequent analysis and decision-making. The data analysis unit analyzes the stability of the underground well complex and the construction compatibility of the large-volume concrete based on the collected multi-source data, determines the candidate intervals for the layering height, and also analyzes the construction period requirements for the diversion tunnel sealing and the scope of reinforcement treatment for adverse geological bodies, and selects preliminary layering height schemes. The safety verification unit uses numerical simulation to verify the continuity of large-volume concrete pouring and the structural safety of diversion tunnel sealing under the initial layering height scheme. This verification extracts correlation data between layering height and construction efficiency and risk level, ensuring the feasibility and safety of the construction scheme. The parameter correction unit adjusts previous stability constraints and construction matching parameters based on real-time geological data and construction feedback. It dynamically adjusts the initial layering height scheme according to actual site conditions to address constantly changing engineering requirements. The layering height determination unit, based on the adjusted scheme and considering the acceptance criteria for diversion tunnel sealing and the effectiveness of treating adverse geological bodies, ultimately determines the optimal layering height sequence and establishes a decision-making file to ensure the scheme's execution achieves the expected goals. The decision optimization unit, based on the established decision-making file, including construction efficiency, structural safety data, and historical cases, generates a quality assessment report on layering height optimization and proposes risk warning indicators, forming a dynamically optimized decision-making system to further improve construction efficiency and safety.

[0023] In an optional embodiment, based on the analysis of the stability constraints of the underground cavern group and the construction matching of rapid placement of large-volume concrete, candidate intervals for layer height are determined, including: Based on the surrounding rock grade and fault fracture zone location in the geological environment data, the stress concentration factor and convergence deformation of the surrounding rock under different potential stratification heights are calculated to determine the threshold range of stability constraints. The formula for calculating the stress concentration factor of the surrounding rock is as follows: ; in, Indicates the stress concentration factor of the surrounding rock. This represents the maximum principal stress (MPa) of the surrounding rock after layered excavation. This represents the original rock stress (MPa) in the target area. Indicates the integrity coefficient of the surrounding rock. Indicates the fault influence coefficient. Indicates the candidate layer height (m). Indicates the equivalent span of the well (m); Based on the initial setting time and the placement capacity of the transportation equipment in the performance parameters of mass concrete, the matching relationship between the transportation time of concrete from the mixing plant to the placement port and the layer height is analyzed to obtain the construction matching index. By overlaying the threshold range of stability constraints with construction matching indices, the layer height range that meets both requirements is selected, thus obtaining the candidate interval for layer height.

[0024] It should be noted that the surrounding rock grade refers to the quality of the rock surrounding the tunnel, which affects the stability during construction. Better surrounding rock provides higher support, while fractured surrounding rock is prone to instability and requires special treatment. Fault fracture zones refer to underground geological fault areas, which usually have a certain degree of fracturing and sliding, which may affect the safety of the construction process, especially when pouring large volumes of concrete. Based on these geological environmental data, the stress concentration factor and convergence deformation of the surrounding rock at different potential stratification heights can be calculated. The stress concentration factor is a parameter reflecting the stress condition of underground rock strata, while the convergence deformation refers to the degree of deformation of the surrounding rock under external forces. These data help determine the stability and safety of the surrounding rock and provide a reference for subsequent construction. By calculating the stress concentration factor and convergence deformation of the surrounding rock, a threshold range can be set for the stability constraint conditions to ensure that the surrounding rock does not undergo excessive deformation or collapse during actual construction. The initial setting time refers to the time from the start of mixing to the initial solidification of large-volume concrete, which is usually related to factors such as the cement content of the concrete, ambient temperature, and mixing conditions. Too short an initial setting time will lead to construction difficulties during the pouring process, while too long an initial setting time may affect construction efficiency and concrete quality. The capacity of the transport equipment refers to the amount of concrete that the transport equipment can carry from the concrete mixing plant to the construction site, as well as the time and efficiency of its transport. Delays or insufficient capacity during transport may affect the quality of the concrete and the continuity of pouring. Based on these parameters, the matching relationship between the transportation time of concrete from the mixing plant to the placement port and the layer height can be analyzed. Different layer heights require different pouring speeds and concrete quantities, so the matching between transportation capacity and initial setting time needs to be considered to ensure that the concrete is poured smoothly within the specified time and avoid quality problems. By superimposing the above-mentioned stability constraint threshold range with the construction matching index (i.e., the matching relationship between transportation time and initial setting time), a layer height range that meets both requirements can be obtained. In other words, the layer height is required to ensure the stability of the surrounding rock while adapting to the actual situation of concrete transportation and construction. Through this comprehensive analysis, one or more suitable layer height ranges can be screened as candidate schemes for subsequent selection. These candidate ranges meet the dual requirements of geological environment and construction operation, thus providing a reliable basis for finally determining the optimal layer height scheme.

[0025] In an optional embodiment, based on the construction period requirements for the diversion tunnel sealing and the reinforcement range of the adverse geological body, a multi-objective screening is performed on the candidate intervals to obtain an initial layering height scheme, including: Extract the schedule requirements for diversion tunnel sealing, calculate the time required to complete each layer of excavation, support and diversion tunnel sealing at different layer heights, and obtain the schedule constraint curve; Based on the reinforcement treatment range of the unfavorable geological body, determine the weak reinforcement areas that need to be avoided or the key reinforcement areas that need to be covered by the layer height, and obtain the spatial avoidance rules; By applying the schedule constraint curve and spatial avoidance rules to the candidate interval, the layer heights that exceed the schedule or intrude into the weak reinforcement area are eliminated, and the layer heights that meet the requirements are retained. Based on the principle of optimal construction efficiency, the initial layer height scheme is obtained.

[0026] It should be noted that in underground shaft construction, diversion tunnels are used for drainage or other engineering purposes, while sealing refers to sealing or closing these diversion tunnels to ensure the stability of the construction environment. Schedule milestones refer to the time requirements for completing different stages during construction; for example, the excavation, support, and sealing processes of each layer need to be completed within a specific timeframe to ensure smooth project progress. Calculating the time required to complete the excavation, support, and sealing of each layer at different layer heights constitutes a schedule estimate for each layer. These time estimates are adjusted based on the difficulty of different layers (such as rock hardness, fracture complexity, etc.) to ensure the entire construction process is not delayed and meets schedule requirements. The resulting schedule constraint curve shows the time required to complete each layer at different layer heights. Adverse geological bodies refer to weak soil layers, soft rock layers, or easily deformable geological areas underground, which require special attention during construction. To ensure construction safety, adverse geological bodies need to be reinforced; the scope and methods of reinforcement (such as grouting, support structures, etc.) must be determined based on the specific geological conditions. The selection of layer heights must avoid weak areas requiring reinforcement or highlight key areas that need reinforcement. These areas may have poor geological conditions and require additional reinforcement. Therefore, when selecting layer heights, these areas must be avoided, or key reinforcement should be carried out during construction. The aforementioned schedule constraint curve and spatial avoidance rules are combined and applied to the candidate layer height range. The spatial avoidance rules stipulate that the selection of layer heights should avoid weak areas requiring reinforcement, or address areas requiring reinforcement to avoid safety hazards. If a layer height exceeds the set schedule requirements, or if it enters an unsuitable reinforcement area (e.g., a weak area requiring reinforcement), further consideration must be given. If a weak zone is identified, that layer height will be eliminated. By excluding layer heights that do not meet the construction period requirements or geological conditions, the layer height ranges that meet all conditions (including construction period, stability, and safety) are ultimately retained. In this process, by comprehensively considering factors such as construction period, reinforcement requirements, and stability, the optimal initial layer height scheme is finally determined. This scheme is based on the following principles: optimal construction efficiency: ensuring that the construction process is not delayed while improving construction efficiency; stability of the geological environment: considering the stability of the surrounding rock and the reinforcement requirements of unfavorable geological bodies; compliance with construction period requirements: avoiding timeouts during construction and ensuring that the project is completed on schedule.

[0027] In an optional embodiment, the schedule requirements for diversion tunnel sealing are extracted, and the time required to complete the excavation, support, and diversion tunnel sealing of each layer at different layer heights is calculated to obtain the schedule constraint curve, including: Obtain basic geological information and initial stratified design parameters for the diversion tunnel; Extract the stratigraphic hardness distribution, fault zone location, and surrounding rock stability parameters along the diversion tunnel from basic geological information; Based on the maximum allowable layer thickness and minimum construction safety distance requirements in the initial layer design parameters, the hardness distribution of the stratum is analyzed in segments to obtain a candidate set of initial layer heights. By simulating the construction interference under different candidate layer heights, candidate layer heights that meet the construction safety threshold are selected and a sequence of layer heights to be calculated is formed. Based on the layered height sequence and basic geological information, the excavation operation time for each layer is calculated; based on the excavation operation time results for each layer and the geological state data after excavation, the support operation time for each layer is calculated; based on the support operation time results for each layer and the structural state data after support is completed, the diversion tunnel sealing operation time for each layer is calculated. The excavation time, support time, and sealing time of each layer are combined to obtain the construction period constraint curve.

[0028] It should be noted that the geological information collected for the diversion tunnel area mainly includes the composition, geological structure, fault distribution, and surrounding rock characteristics of the underground rock strata. In addition, it is necessary to determine initial layering design parameters, such as the maximum allowable layer thickness and the minimum construction safety distance, to provide a basis for subsequent construction design. Key stratum information should be extracted from the acquired geological data, especially stratum hardness (affecting excavation difficulty and support requirements), fault zone location (affecting construction safety), and surrounding rock stability (affecting support design and construction methods). This information directly impacts subsequent layering design and construction plans. The initial layering design parameters, such as the maximum layer thickness and minimum safety distance, should be used to analyze the distribution of stratum hardness. Different stratum hardness levels affect the ease of excavation, while the safety distance requirement determines the feasible layer thickness for each layer. Through these constraints, multiple candidate layer height sets are derived. Simulations are performed on different candidate layer heights to analyze the degree of construction interference at these heights (e.g., the impact of excavation on adjacent strata, construction safety, etc.). Through screening, layer heights that meet construction safety requirements are obtained, forming a sequence of layer heights to be calculated. Based on the selected layer height sequence, the time required for each operational stage of each layer is calculated: the time required for excavating each layer is calculated based on the geological conditions and layer thickness; the time required for support operations is calculated based on the geological conditions after excavation (e.g., the stability of the surrounding rock, whether additional support is needed, etc.); the time required for diversion tunnel sealing operations is calculated based on the structural state after support is completed (e.g., support stability, whether there are special construction requirements, etc.); the excavation time, support time, and sealing time of each layer are integrated, comprehensively considering the time requirements of each operational stage, ultimately yielding an overall schedule constraint curve. This curve reflects the total construction period required as each layer is completed, helping the project team predict and schedule the construction progress.

[0029] In an optional embodiment, based on the reinforcement treatment range of the unfavorable geological body, the weak reinforcement areas that need to be avoided or the key reinforcement areas that need to be covered by the layer height are determined, resulting in spatial avoidance rules, including: Obtain spatial distribution data of the reinforcement treatment range of the unfavorable geological body; based on the spatial distribution data, identify specific areas of weak reinforcement zones and key reinforcement zones; Obtain the spatial location information corresponding to the layer height to be implemented; based on the spatial distribution characteristics of the weak reinforcement area and the key reinforcement area, and the spatial location information of the layer height, determine the range of weak reinforcement areas to be avoided and the range of key reinforcement areas to be covered for each layer height; Based on the areas to be avoided and the areas to be covered, spatial avoidance rules are derived.

[0030] It should be noted that the spatial distribution data of the reinforcement treatment range refers to the area that needs to be covered when reinforcing these unfavorable geological bodies. This spatial data is typically obtained through geological surveys, drilling, and seismic surveys to determine which geological areas require special reinforcement. Weak reinforcement areas refer to areas with poor geological conditions where reinforcement may be ineffective. The soil and rock properties in these areas may lead to poor reinforcement results, potentially requiring more construction resources or special reinforcement methods. Key reinforcement areas refer to areas that are crucial to the stability of the project and have high reinforcement requirements. These areas typically have weak structures and low bearing capacity, necessitating reinforcement treatment. Analyzing the spatial distribution data to identify these weak and key areas helps optimize reinforcement strategies and ensure construction safety. Each layer height corresponds to a specific underground area; layer height refers to dividing the project into several layers for construction based on different geological conditions and design requirements; obtaining the spatial location information of each layer is to clearly understand the excavation depth and range of each layer, thereby matching and avoiding weak and key areas for reinforcement; based on the spatial distribution characteristics of weak and key areas for reinforcement, as well as the spatial location information of the layer height, it is determined which areas need to be specially avoided or strengthened during the construction of each layer; during construction, the layer height needs to avoid weak areas for reinforcement to avoid substandard construction quality or safety hazards; it is necessary to ensure that each layer of construction can cover key areas for reinforcement, especially those areas that are crucial to the stability of the project; by formulating spatial avoidance rules, the construction schedule can be effectively planned, construction methods can be adjusted, and the probability of engineering accidents can be reduced.

[0031] In an optional embodiment, numerical simulation is used to verify the pouring continuity of large-volume concrete rapid placement and the structural safety of the diversion tunnel sealing under the initial layer height scheme. Correlation data between layer height and construction efficiency and risk level are extracted, including: Establish a three-dimensional geological-structural coupled model of the underground cavern group in the target area, and input the layering parameters of the initial layering height scheme, the performance parameters of the large-volume concrete, and the parameters of the diversion tunnel sealing material; Simulate the rapid pouring process of large-volume concrete, monitor the concrete drop height, impact force, and density of interlayer bonding surfaces, and evaluate the continuity of pouring. Simultaneously simulate the stress distribution and deformation characteristics of the diversion tunnel sealing section at different layer heights to identify cracking risk points in the sealing structure; Extract data such as the number of pouring interruptions and the maximum deformation value of the sealing structure from the simulation results, and establish correlation data between layer height and construction efficiency and risk level; The formula for calculating the construction efficiency coefficient is as follows: ; in, This represents the construction efficiency coefficient. Indicates the baseline efficiency coefficient. Indicates the number of times concrete pouring was interrupted. Indicates the interruption impact coefficient. This indicates the total construction period (in days) for a single floor. Indicates the standard single-layer construction period (days); The formula for calculating the risk level index is as follows: ; in, Indicates the risk level index. Indicates the deformation risk component, Indicates the risk of cracking. , Both represent risk weighting coefficients. This indicates the maximum deformation value (mm) of the sealing structure. This indicates the maximum allowable deformation value (mm) of the sealing structure. This indicates the number of risk points for cracking in the sealing structure.

[0032] It should be noted that stratification parameters refer to the soil characteristics (such as soil quality, bearing capacity, groundwater level, etc.) at different depths and the corresponding construction depths; performance parameters of mass concrete refer to the density, strength, fluidity, and other performance indicators of concrete. For mass concrete, temperature changes, shrinkage, and cracking are particularly critical; parameters of diversion tunnel sealing materials refer to the characteristics of the materials used for sealing diversion tunnels (such as cement grout, grouting materials, etc.), such as strength, expansion, and viscosity; rapid placement of mass concrete refers to the rapid pouring of mass concrete into underground shafts; due to its large mass and volume, the concrete placement may generate significant impact and temperature changes, which greatly affect construction quality; monitoring the height from which concrete falls from a height is crucial, as excessive falls may cause strong impacts, affecting pouring quality; the impact force generated during concrete fall needs to be monitored to assess its effect on the underlying structure, avoiding excessive impact that could lead to concrete stratification or structural damage; during concrete pouring, ensuring the bonding surfaces between layers are sufficiently compact is essential for the overall structural strength and stability; Continuity of concrete pouring refers to whether the pouring process remains uniform and continuous, avoiding interruptions or discontinuities. Discontinuous pouring can lead to quality problems such as concrete segregation, voids, and cracks. By simulating and monitoring the drop height, impact force, and interlayer bonding surfaces, the continuity of concrete pouring can be assessed in real time, ensuring good bonding between each layer. The diversion tunnel sealing section refers to the sealing portion of the tunnel or duct used for diversion. These areas typically require reinforcement and sealing to prevent the impact of water flow or other external factors on the structure. Different layer heights will have different effects on the stress on the sealing structure. By simulating the construction state of different layers, the stress distribution and deformation that may occur in the sealing section during construction can be predicted. By analyzing stress and deformation, areas where cracks or other damage may occur in the sealing section at different heights can be identified, allowing for early reinforcement or adjustment of the construction plan. The number of pouring interruptions refers to the number of times the concrete pouring process is interrupted for various reasons. Frequent pouring interruptions may lead to unstable concrete quality and affect the strength of the entire structure. The maximum deformation value of the sealing structure refers to the maximum amount of deformation experienced by the sealing structure during the simulation. Excessive deformation may lead to structural instability, thereby increasing the risk of construction. By extracting the simulation results, the relationship between layer height and construction efficiency and risk level can be established. For example, different layer heights may have different effects on the smooth progress of concrete pouring or the stability of the sealing structure, thus affecting the construction progress and safety to varying degrees.

[0033] In an optional embodiment, a three-dimensional geological-structural coupled model of the underground cavern complex in the target area is established, including: Acquire engineering survey data for the target area; perform data fusion processing on the multi-source data fusion set and engineering survey data to construct an initial geological model of the underground cavern group; Based on the initial geological model of the underground cavern group, all geological structural units and the structural characteristics of the underground caverns were identified; Identify the main geological factors affecting the structural stability of underground caverns and establish a geological factor index system; Analyze the impact of various geological factors on the stability of underground cavern structures and construct an influence weight matrix; By integrating the geological factor index system with the influence weight matrix, a geological-structural correlation matrix is ​​obtained; The geological model of the initial underground cavern group was coupled and optimized based on the geological-structural correlation matrix to obtain a three-dimensional geological-structural coupled model.

[0034] It should be noted that engineering survey data refers to data obtained from geological exploration of the target area (such as an underground engineering area). This data includes soil properties, groundwater level, rock strata distribution, porosity, soil bearing capacity, rock type and strength, etc. This data forms the basis for underground engineering design and construction analysis. Data fusion processing refers to the effective combination of multi-source data through data preprocessing, cleaning, and standardization to eliminate redundancy, contradictions, and errors, thereby constructing a more reliable geological model. Based on the fused data, a preliminary three-dimensional geological model is established to simulate the spatial distribution of underground soil layers, rock strata, and cave structures. This is the foundational model for subsequent structural analysis, optimization, and safety assessment. In the established initial geological model, different types of geological structural units are identified, such as faults, folds, and rock strata interfaces, which have a significant impact on the stability of underground structures. The specific structural characteristics of underground cave groups in the target area are also identified, such as the depth, shape, arrangement, and soil layer contact of the caves, which are also important factors in analyzing structural stability. Based on the aforementioned survey data and preliminary model, identify which geological factors have a significant impact on the stability of underground structures. These factors may include soil type, groundwater distribution, rock strata properties, seismic zone distribution, soil layer thickness, and geological structure. Organize these influencing factors into a systematic index system, including the measurement standards, range, and calculation methods for each factor, providing a quantitative basis for subsequent analysis. Analyze the actual degree of impact of each geological factor on the stability of the underground cavern structure. This step typically uses mathematical models, statistical methods, or expert evaluation to quantify the contribution of each factor to stability. Based on the analysis results, construct a weight matrix, representing the influence weight of each geological factor. This matrix indicates the relative importance of each geological factor to structural stability; for example, some factors may have a significant impact on stability, while others may have a smaller impact. By combining a geological factor index system and an influence weight matrix, a correlation matrix between geological factors and the stability of underground cavern structures is obtained. This matrix helps analyze and predict how geological factors interact with underground structures, thereby affecting the safety and stability of the project. Based on the geological-structure correlation matrix, the model is optimized and adjusted. This means that in the initial underground geological model, the structural model is refined by incorporating the influence of geological factors, making the model more consistent with the needs of the actual geological environment. After optimization, a three-dimensional geological-structure coupled model is finally constructed. This model can simulate the interaction between the underground geological environment and the structural design, and can more accurately assess the stability of the project, the rationality of the design, and the potential risks during construction.

[0035] In an optional embodiment, based on real-time acquired geological update data of underground cavern groups and construction feedback information, the stability constraints and construction matching parameters are corrected, and the initial stratification height scheme is dynamically adjusted, including: Geological update data such as surrounding rock displacement and joint development are collected in real time during the excavation process using drilling inclinometers, convergence meters, and infrared monitoring equipment. Collect feedback information on concrete transportation time, number of interruptions in placement, and solidification rate of diversion tunnel sealing materials during actual construction. Geological update data and feedback information are input into a multi-source data fusion set to correct the stress concentration factor threshold in the stability constraint and the transportation time threshold in the construction matching index. Based on the revised parameters, the remaining construction period requirements for the candidate interval and diversion tunnel closure were recalculated, and the layer height values ​​and boundary positions in the initial layer height scheme were adjusted.

[0036] It should be noted that the survey-while-drilling (SWD) instrument is used to monitor the inclination angle of the surrounding rock during drilling to determine the stability and deformation of the rock strata. This data helps to understand the stress state of the rock mass and possible deformation during excavation. The convergence meter is used to monitor the degree of deformation of the surrounding rock, especially during tunnel or underground engineering excavation, to determine whether the surrounding rock has converged (i.e., the ground or surrounding rock shrinks into the tunnel). By measuring the amount of convergence, the stability of the surrounding rock can be assessed in real time. Infrared monitoring equipment is used to monitor the temperature changes of the surrounding rock, especially during concrete construction. Infrared monitoring can detect abnormal temperature changes, thereby indirectly reflecting potential problems during construction, such as uneven material temperature or other hidden dangers. The data acquired in real time by these devices helps to dynamically monitor the deformation and joint development of the surrounding rock during excavation, and to promptly identify potential geological problems or unstable factors. Concrete transportation time refers to the time it takes to transport concrete from production to the construction site. Transportation time directly impacts construction progress, especially in underground engineering projects, where the timeliness and efficiency of concrete transportation are crucial to the overall construction schedule. The number of interruptions during concrete placement refers to the number of times the concrete placement process is interrupted for any reason. Frequent interruptions may indicate problems in construction, such as equipment failure, personnel coordination issues, or material supply problems. The setting rate of the diversion tunnel sealing material refers to the setting time of the sealing material (such as cement or mortar) used when sealing the diversion tunnel. Setting rates that are too slow or too fast can affect the quality and safety of construction. This feedback information helps monitor the actual progress of construction and identify potential bottlenecks or problems during the construction process. Based on real-time monitoring data such as surrounding rock displacement and convergence, the stress concentration coefficients in the stability analysis are revised. These stress concentration coefficients are important indicators for assessing rock mass stability, and the revised parameters can more accurately reflect the actual situation. Based on feedback information such as actual concrete transportation time and the number of interruptions in placement, the transportation time threshold in the construction matching index is adjusted. Transportation time directly affects construction progress; therefore, adjusting the threshold according to the actual situation can improve the construction matching degree and ensure timely completion. During construction, the excavation section may be adjusted according to different geological conditions or construction needs. Based on the revised geological data and feedback... Feedback information is used to recalculate the most suitable candidate intervals, ensuring that excavation operations can be carried out in a safe and efficient area; based on the actual progress of the diversion tunnel sealing and data such as the material solidification rate, the remaining construction period of the sealing process is recalculated; this helps to assess the construction progress in real time, avoiding excessively long or short construction periods and ensuring that construction is completed on schedule; in underground engineering construction, there is usually a preliminary layering plan to guide the excavation depth and boundary positions of different areas; by correcting real-time data, the stability and construction requirements of each layer are reassessed, and the layer height and boundary positions are adjusted to better adapt to the actual geological conditions and construction progress.

[0037] In an optional embodiment, based on the adjusted initial stratification height scheme, the final acceptance criteria for diversion tunnel sealing, and the treatment effect of adverse geological bodies, the optimal stratification height sequence is determined, and a decision file is established, including: By comparing the adjusted layer height scheme with the final acceptance criteria for the diversion tunnel sealing, the layer height that meets the acceptance requirements is selected. Based on the treatment effect of adverse geological bodies, optimize the spatial layout of layer height; Select the sequence with the highest construction efficiency and lowest risk level from the layer heights that meet the conditions, and use it as the optimal layer height sequence. The optimal stratification height sequence, geological data at each stage, construction parameters, and acceptance results are archived in chronological order to establish a decision-making archive.

[0038] It should be noted that the sealing of the diversion tunnel is a crucial step in underground engineering. The sealing must meet strict acceptance standards to ensure that problems such as water leakage and soil ingress do not occur. These standards may involve requirements for sealing quality, speed, and material solidification. After comparing the adjusted layer height scheme with the acceptance standards for diversion tunnel sealing, the layer heights that meet the acceptance standards are selected. Only when these layer heights meet the safety and schedule requirements of construction can the next step of optimization and selection proceed. The treatment effect of adverse geological bodies refers to the effect after treatment of these adverse geological bodies, such as reinforcement, support, and grouting. Treating adverse geological bodies can improve geological conditions and reduce construction risks. Based on the treatment effect of adverse geological bodies, the layout of layer heights is re-optimized. For example, if the geological conditions of a certain layer are poor, the layer height can be adjusted so that the area with the best treatment effect is excavated first, reducing interference with the adverse geological body and ensuring the stability and safety of construction. After the initial screening, the layer heights that meet the acceptance criteria have been confirmed to ensure construction safety and comply with the requirements for diversion tunnel sealing. Low-risk schemes mean lower potential risks during construction (such as surrounding rock instability, water leakage, equipment failure, etc.) and higher safety. Selecting low-risk layer height schemes can effectively reduce the occurrence of accidents and improve construction safety. From the layer heights that meet the conditions, the combination of layer heights with the highest construction efficiency and lowest risk level is selected to form an optimal layer height sequence. This sequence represents the most ideal excavation scheme under the current conditions. All optimal layer height sequences, geological data at each stage (such as data from drilling inclinometers and convergence meters), construction parameters (such as concrete transportation time and equipment usage), and acceptance results (including acceptance feedback after each stage of construction) need to be recorded and archived in detail. These data need to be archived chronologically so that the decision-making basis and results of each stage can be traced in the future, and the actual effect of each stage of construction can be understood. The decision archive is not only used to record and archive various data in the construction process, but also to provide a reference for future construction decisions. By analyzing historical data, future construction plans can be better adjusted and optimized to avoid repeating the same problems.

[0039] In an optional embodiment, based on construction efficiency data, structural safety data, and a historical typical case library in the decision-making archive, a hierarchically optimized quality assessment report and risk warning indicators are generated, resulting in a dynamic optimization decision-making system, including: Extract construction efficiency and safety data from the decision-making archives. The construction efficiency and safety data include single-layer construction period, concrete pouring density, and deformation of the sealing structure. Retrieve layered height optimization cases with similar geological conditions and similar diversion tunnel sealing requirements from the historical typical case database of underground cavern groups in the target area; By comparing the current project's construction efficiency and safety data with historical cases, the advantages and disadvantages of the layered height scheme are analyzed, and a quality assessment report is obtained. Based on the key parameters in the quality assessment report, and through standardized requirements and expert experience, risk warning thresholds with tiered adjustments are set to obtain a dynamically optimized decision-making system.

[0040] It should be noted that construction efficiency and safety data refer to key performance indicators during project implementation, helping to evaluate and optimize the construction process. These mainly include: single-layer construction period, which refers to the construction cycle for each excavation layer; by assessing the time required for each layer, the overall construction period can be calculated, helping to predict project progress; concrete pouring density, which refers to the density of the concrete after pouring; high-density concrete better supports the structure, reduces leakage, and ensures construction quality; and sealing structure deformation, which refers to the possible deformation of the sealing structure after the flow hole is sealed; this is a key indicator for evaluating sealing quality, as excessive or uneven deformation may lead to sealing failure or safety hazards. These data provide a basis for subsequent project optimization and also help identify potential problems and risks during construction through data analysis. The Historical Typical Case Database of Underground Cavern Clusters in the Target Area is a database containing data from similar past projects. It is used to find engineering examples with similar geological conditions and diversion tunnel sealing requirements. By analyzing these historical cases, the effectiveness of optimizing layer height under similar conditions can be understood. When undertaking similar projects, geological conditions and the technical requirements for diversion tunnel sealing often influence the setting of layer height. For example, under certain geological conditions, a specific layer height may better prevent groundwater seepage or improve construction efficiency. The construction efficiency and safety data extracted from the current project (such as single-layer construction period, concrete pouring density, and sealing structure deformation) are compared with data from historical typical cases. This comparison allows for the analysis of the advantages and disadvantages of the current layer height scheme. Advantages may include shorter construction cycles, higher construction quality, and lower deformation; disadvantages may involve lower construction efficiency, larger sealing deformation, or some potential risks not being effectively controlled. Through comparison, a quality assessment report on the current layer height scheme can be generated, indicating the advantages and areas for improvement. The quality assessment report includes key indicators such as construction efficiency, the safety of the sealing structure, and geological conditions. These parameters help decision-makers understand which factors are crucial to the project's success. By referencing relevant engineering specifications and expert experience, reasonable risk warning thresholds are set. These thresholds facilitate real-time monitoring and assessment of risks during construction, ensuring timely corrective measures are taken if potential hazards or problems arise. For example, if the deformation of the sealing structure exceeds a preset threshold, an alarm may be triggered, alerting the project team to structural stability. Based on the established risk warning thresholds and the key parameters in the quality assessment report, a dynamic optimization decision-making system is established. This system automatically or manually adjusts the layering height and construction plan according to real-time construction data and risk warning information to adapt to changing geological conditions, construction progress, and safety requirements.

[0041] The specific embodiments of the invention have been described in detail above, but they are only examples, and this application is not limited to the specific embodiments described above. For those skilled in the art, any equivalent modifications or substitutions to the invention are also within the scope of this application. Therefore, all equivalent changes, modifications, and improvements made without departing from the spirit and principles of this application should be covered within the scope of this application.

Claims

1. A dynamic optimization decision-making system for the layered height of excavation in a large-scale tunnel group, characterized in that: include: The data acquisition unit is used to collect multi-source data of the target area and obtain a multi-source data fusion set. The multi-source data includes geological environment data of underground cave groups in the target area, performance parameters of large-volume concrete, spatial constraint data of diversion tunnel sealing, and distribution characteristics of adverse geological bodies. The data analysis unit is used to analyze the stability constraints of the underground well group and the construction matching of rapid placement of large-volume concrete based on the multi-source data fusion set, and to determine the candidate intervals of the layer height; based on the construction period requirements of the diversion tunnel sealing and the reinforcement treatment range of the adverse geological body, the candidate intervals are screened for multiple objectives to obtain the initial layer height scheme. The safety verification unit is used to verify the pouring continuity of large-volume concrete rapid placement and the structural safety of the diversion tunnel sealing under the initial layering height scheme through numerical simulation, and to extract the correlation data between layering height and construction efficiency and risk level. The parameter correction unit is used to correct stability constraints and construction matching parameters based on real-time collected geological update data of underground cavern groups and construction feedback information, and dynamically adjust the initial layering height scheme. The layer height determination unit is used to determine the optimal layer height sequence and establish a decision file based on the adjusted initial layer height scheme, the final acceptance criteria for diversion tunnel sealing, and the treatment effect of adverse geological bodies. The decision optimization unit is used to generate a hierarchically optimized quality assessment report and risk warning indicators based on the construction efficiency data, structural safety data and historical typical case library in the decision archive, thereby obtaining a dynamic optimization decision system.

2. The dynamic optimization decision-making system for the layered height of excavation of extra-large tunnel groups according to claim 1, characterized in that, Based on the analysis of the stability constraints of the underground cavern group and the construction matching of rapid placement of large-volume concrete using the multi-source data fusion set, candidate intervals for layer height are determined, including: Based on the surrounding rock grade and fault fracture zone location in the geological environment data, the stress concentration factor and convergence deformation of the surrounding rock under different potential stratification heights are calculated to determine the threshold range of stability constraints. Based on the initial setting time and the loading capacity of the transport equipment in the performance parameters of the mass concrete, the matching relationship between the transportation time of concrete from the mixing plant to the loading port and the layer height is analyzed to obtain the construction matching index. By superimposing the threshold range of the stability constraint condition with the construction matching index, the layer height range that meets both requirements is selected to obtain the candidate interval of the layer height.

3. The dynamic optimization decision-making system for the excavation layer height of extra-large tunnel groups according to claim 2, characterized in that, Based on the time requirements for diversion tunnel sealing and the scope of reinforcement treatment for adverse geological bodies, the candidate intervals are screened using a multi-objective method to obtain an initial layering height scheme, including: Extract the schedule requirements for diversion tunnel sealing, calculate the time required to complete each layer of excavation, support and diversion tunnel sealing at different layer heights, and obtain the schedule constraint curve; Based on the reinforcement treatment range of the adverse geological body, the weak reinforcement areas that need to be avoided or the key reinforcement areas that need to be covered by the layer height are determined, and spatial avoidance rules are obtained. The construction period constraint curve and the spatial avoidance rule are applied to the candidate interval to eliminate the layer heights that exceed the construction period or intrude into the weak reinforcement area, and retain the layer heights that meet the requirements. Based on the principle of optimal construction efficiency, an initial layer height scheme is obtained.

4. The dynamic optimization decision-making system for the excavation layer height of extra-large tunnel groups according to claim 3, characterized in that, Extract the schedule requirements for diversion tunnel sealing, calculate the time required to complete excavation, support, and diversion tunnel sealing for each layer at different layer heights, and obtain the schedule constraint curve, including: Obtain basic geological information and initial stratified design parameters for the diversion tunnel; Extract the stratum hardness distribution, fault zone location, and surrounding rock stability parameters along the diversion tunnel from the basic geological information; Based on the maximum allowable layer thickness and minimum construction safety distance requirements in the initial layer design parameters, the hardness distribution of the stratum is segmented and analyzed to obtain a candidate set of initial layer heights. By simulating the construction interference under different candidate layer heights, candidate layer heights that meet the construction safety threshold are selected and a sequence of layer heights to be calculated is formed. Based on the layer height sequence and the basic geological information, the excavation operation time corresponding to each layer is calculated; based on the excavation operation time results of each layer and the geological state data after excavation, the support operation time corresponding to each layer is calculated; based on the support operation time results of each layer and the structural state data after support is completed, the diversion tunnel sealing operation time corresponding to each layer is calculated. The excavation time, support time, and sealing time of each layer are combined to obtain the construction period constraint curve.

5. The dynamic optimization decision-making system for the excavation layer height of extra-large tunnel groups according to claim 4, characterized in that, Based on the reinforcement treatment range of the aforementioned unfavorable geological body, the weak reinforcement areas that need to be avoided or the key reinforcement areas that need to be covered by the layer height are determined, resulting in spatial avoidance rules, including: Obtain spatial distribution data of the reinforcement treatment range of the unfavorable geological body; based on the spatial distribution data, identify the specific areas of weak reinforcement zones and key reinforcement zones; Obtain the spatial location information corresponding to the layer height to be implemented; based on the spatial distribution characteristics of the weak reinforcement area and the key reinforcement area and the spatial location information of the layer height, determine the range of weak reinforcement areas to be avoided and the range of key reinforcement areas to be covered for each layer height; Based on the areas to be avoided and the areas to be covered, spatial avoidance rules are obtained.

6. The dynamic optimization decision-making system for the layered height of excavation of extra-large tunnel groups according to claim 5, characterized in that, Numerical simulations were used to verify the pouring continuity of large-volume concrete under the initial layering height scheme and the structural safety of the diversion tunnel sealing. Correlation data between layering height and construction efficiency and risk level were extracted, including: Establish a three-dimensional geological-structural coupled model of the underground cavern group in the target area, and input the layering parameters of the initial layering height scheme, the performance parameters of the large-volume concrete, and the parameters of the diversion tunnel sealing material; Simulate the rapid pouring process of large-volume concrete, monitor the concrete drop height, impact force, and density of interlayer bonding surfaces, and evaluate the continuity of pouring. Simultaneously simulate the stress distribution and deformation characteristics of the diversion tunnel sealing section at different layer heights to identify cracking risk points in the sealing structure; Data such as the number of pouring interruptions and the maximum deformation value of the sealing structure were extracted from the simulation results to establish correlation data between layer height and construction efficiency and risk level.

7. The dynamic optimization decision-making system for the excavation layer height of extra-large tunnel groups according to claim 6, characterized in that, Establish a three-dimensional geological-structural coupled model of the underground cavern complex in the target area, including: Acquire engineering survey data of the target area; perform data fusion processing on the multi-source data fusion set and the engineering survey data to construct an initial geological model of the underground cavern group; Based on the initial geological model of the underground cavern group, all geological structural units and the structural features of the underground caverns were identified; Identify the main geological factors affecting the structural stability of underground caverns and establish a geological factor index system; Analyze the impact of various geological factors on the stability of underground cavern structures and construct an influence weight matrix; The geological factor index system is fused with the influence weight matrix to obtain the geological-structural correlation matrix; Based on the geological-structural correlation matrix, the initial geological model of the underground cavern group is coupled and optimized to obtain a three-dimensional geological-structural coupled model.

8. The dynamic optimization decision-making system for the excavation layer height of a large-scale tunnel group according to claim 7, characterized in that, Based on real-time acquired geological update data of underground cavern groups and construction feedback information, stability constraints and construction compatibility parameters are revised, and the initial stratification height scheme is dynamically adjusted, including: Geological update data such as surrounding rock displacement and joint development are collected in real time during the excavation process using drilling inclinometers, convergence meters, and infrared monitoring equipment. Collect feedback information on concrete transportation time, number of interruptions in placement, and solidification rate of diversion tunnel sealing materials during actual construction. The geological update data and the feedback information are input into the multi-source data fusion set to correct the stress concentration coefficient threshold in the stability constraint and the transportation time threshold in the construction matching index. Based on the corrected parameters, the remaining construction period requirements for the candidate interval and the diversion tunnel sealing are recalculated, and the layer height values ​​and boundary positions in the initial layer height scheme are adjusted.

9. The dynamic optimization decision-making system for the layered height of excavation of extra-large tunnel groups according to claim 8, characterized in that, Based on the adjusted initial stratification height scheme, the final acceptance criteria for diversion tunnel sealing, and the treatment effect of adverse geological bodies, the optimal stratification height sequence is determined, and a decision file is established, including: By comparing the adjusted layer height scheme with the final acceptance criteria for the diversion tunnel sealing, the layer height that meets the acceptance requirements is selected. Based on the treatment effect of adverse geological bodies, optimize the spatial layout of layer height; Select the sequence with the highest construction efficiency and lowest risk level from the layer heights that meet the conditions, and use it as the optimal layer height sequence. The optimal stratification height sequence, geological data at each stage, construction parameters, and acceptance results are archived in chronological order to establish a decision-making archive.

10. The dynamic optimization decision-making system for the layered height of excavation of extra-large tunnel groups according to claim 9, characterized in that, Based on the construction efficiency data, structural safety data, and historical typical case library in the aforementioned decision-making archive, a hierarchical, highly optimized quality assessment report and risk warning indicators are generated, resulting in a dynamic optimization decision-making system, including: Extract construction efficiency and safety data from the decision-making archive, wherein the construction efficiency and safety data include single-layer construction period, concrete pouring density, and deformation of the sealing structure; Retrieve layered height optimization cases with similar geological conditions and similar diversion tunnel sealing requirements from the historical typical case library of underground cavern groups in the target area; By comparing the current project's construction efficiency and safety data with historical cases, the advantages and disadvantages of the layered height scheme are analyzed, and a quality assessment report is obtained. Based on the key parameters in the quality assessment report, and through standardized requirements and expert experience, risk warning thresholds with tiered adjustments are set to obtain a dynamic optimization decision-making system.

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