A method and system for analyzing stress of a subsea tunnel support structure

Abstract

The application provides a kind of subsea tunnel supporting structure stress analysis method and system, it is related to subsea engineering technical field, the method, comprising: obtaining the first geological stratum exploration data after tunnel section is excavated and the second geological stratum exploration data before initial spraying concrete are compared, and the crack anomaly increment data is obtained;According to the first dynamic water pressure data and crack anomaly increment data, the first gain factor of the influence of pressure load on the formation of rock pressure field and the second gain factor of the influence on the formation of water pressure field are obtained;According to the first gain factor, the second gain factor, the second dynamic water pressure data corresponding to each supporting sub-process in initial support, the corresponding supporting cumulative strength of corresponding supporting sub-process and the geological stratum anomaly increment data corresponding to the second geological stratum exploration data are continuously optimized and adjusted to complete the reliability analysis of initial support structure stress.The method and system provided by the application can effectively ensure the safety of tunnel support.

Description

Technical Field

[0001] This invention relates to the field of submarine engineering technology, and in particular to a method and system for stress analysis of submarine tunnel support structures. Background Technology

[0002] Underwater tunnels are an important way to cross rivers, lakes, and seas. They not only improve travel comfort but also increase concealment. They have many advantages, such as not occupying land, not hindering navigation, not affecting the ecological environment, and being resistant to damage. They are a very safe all-weather passage.

[0003] In existing submarine tunnel support processes, the primary focus is on the initial support after tunnel excavation. However, during the initial support of the tunnel cross-section, the combined effects of water pressure and rock pressure make it difficult to accurately analyze the development of rock fissures as the marine environment changes. This results in a somewhat haphazard initial support process, preventing the support structure from being rationally optimized and adjusted, and consequently significantly reducing support safety. Summary of the Invention

[0004] This invention provides a method and system for stress analysis of submarine tunnel support structures, in order to solve the technical problem that in the initial support of tunnel sections, due to the combined influence of water pressure and rock pressure, it is difficult to accurately analyze the degree of rock fracture development as the marine environment changes, thus making the initial support process rather blind, the support structure cannot be reasonably optimized and adjusted, and the support safety is greatly reduced.

[0005] To achieve the above and other related objectives, this invention provides a method for stress analysis of submarine tunnel support structures, comprising: acquiring exploration data of the first geological layer after excavation and exploration data of the second geological layer before initial shotcreting of the tunnel cross section; comparing the differences between the exploration data of the first and second geological layers to obtain incremental data of fracture anomalies; analyzing the gain effect of pressure load on the fracture anomalies formed by rock pressure field and water pressure field based on the first dynamic water pressure data and the incremental data of fracture anomalies of the tunnel cross section after excavation and before initial shotcreting, respectively, to obtain the first gain factor and the second gain factor affecting the formation of rock pressure field and the formation of water pressure field; continuously optimizing and adjusting the cumulative strength of the support corresponding to the corresponding support sub-process and the incremental data of geological layer anomalies corresponding to the second geological layer exploration data based on the first gain factor, the second gain factor, and the second dynamic water pressure data corresponding to each support sub-process in the initial support, until a critical sub-process is found in all support sub-processes that makes the cumulative strength of the corresponding support meet the cumulative load requirements, so as to complete the stress reliability analysis of the initial support structure.

[0006] In one embodiment of the present invention, the difference between the exploration data of the first geological layer and the exploration data of the second geological layer is compared to obtain the incremental data of geological layer anomalies. This includes: generating a first geological layer model based on the first location data corresponding to each geological layer in the first geological layer exploration data, wherein the geological layer includes rock strata, waterless fissures, and water-permeable fissures; generating a second geological layer model based on the second location data corresponding to each geological layer in the second geological layer exploration data; comparing the differences in geological features between the first geological layer model and the second geological layer model to obtain the abnormal coordinate regions corresponding to the changes in geological features, and outputting the incremental data of fissure anomalies corresponding to the abnormal coordinate regions.

[0007] In one embodiment of the present invention, a comparison of geological feature differences between a first geological layer model and a second geological layer model is performed to obtain an abnormal coordinate region corresponding to the geological feature change, and the fracture anomaly increment data corresponding to the abnormal coordinate region is output. This includes: searching for corresponding geological layer features in the second geological layer model based on the shape of the first region corresponding to the geological layer features in the first geological layer model and the coordinate data corresponding to the shape of the first region, to obtain the shape of the second region corresponding to the shape of the first region; comparing the shape of the first region with the shape of the second region to obtain difference feature items and difference increments corresponding to the difference feature items, wherein the difference feature items include at least one of fracture difference items and seepage difference items; when the difference increment is greater than the increment threshold, the region composed of the coordinate data corresponding to the difference increment in the shape of the second region is taken as the abnormal coordinate region, and the difference increment corresponding to the difference feature item is output as the fracture anomaly increment data corresponding to the abnormal coordinate region.

[0008] In one embodiment of the present invention, the incremental data of fracture anomalies includes either incremental data of anhydrous fracture anomalies or incremental data of fracture anomalies with seepage. Gain analysis is performed on the first dynamic water pressure data of the tunnel section from excavation to the initial shotcrete stage, along with the incremental data of fracture anomalies, to obtain a first gain factor affecting the formation of the rock pressure field and a second gain factor affecting the formation of the water pressure field. This includes: obtaining the first cumulative dynamic water pressure load based on the first dynamic water pressure data and the corresponding action time; and performing gain analysis based on the incremental data of fracture anomalies and the first cumulative dynamic water pressure load to obtain the first gain factor affecting the formation of the rock pressure field and the second gain factor affecting the formation of the water pressure field.

[0009] In one embodiment of the present invention, the first dynamic water pressure data includes water head height and hydraulic fluctuation intensity; based on the first dynamic water pressure data and the corresponding action time, the first dynamic water pressure cumulative load is obtained, including: based on the water head height and water density corresponding to different times, the height cumulative load is obtained, and the calculation formula for the height cumulative load is: ,in, Indicates the cumulative load at a certain height. This indicates the start time of the tunnel cross-section after excavation. This indicates the deadline before the initial shotcrete application. Indicates the specific gravity of water. This represents the head height corresponding to different times; threshold monitoring is performed on the hydraulic fluctuation intensity; when the hydraulic fluctuation intensity is greater than the hydraulic threshold, the dynamic hydraulic pressure load increment is obtained based on the hydraulic fluctuation intensity, the second action duration corresponding to each hydraulic fluctuation intensity, and the load conversion coefficient. The calculation formula for the dynamic hydraulic pressure load increment is: ,in, This indicates the increment of the hydrodynamic pressure load. Indicates the start time of each hydraulic fluctuation intensity. This indicates the end time of each hydraulic wave intensity. Indicates the intensity of hydraulic fluctuations. This represents the load conversion factor corresponding to different hydraulic fluctuation intensities; the cumulative height load and the incremental dynamic water pressure load are fused to obtain the first cumulative dynamic water pressure load, and the calculation formula for the first cumulative dynamic water pressure load is: , This indicates the cumulative load of the first dynamic water pressure.

[0010] In one embodiment of the present invention, the gain effect analysis of pressure load on the formation of rock pressure field and water pressure field is performed based on the incremental data of fracture anomaly and the cumulative load of the first dynamic water pressure, respectively, to obtain a first gain factor on the influence of pressure load on the formation of rock pressure field and a second gain factor on the influence of pressure load on the formation of water pressure field. This includes: detecting anomalies in the incremental data of fracture anomaly to obtain the corresponding geological layer anomaly types, including anhydrous fracture anomaly and permeable fracture anomaly; and classifying and statistically analyzing the incremental data of fracture anomaly according to different geological layer anomaly types. The cumulative amount of waterless fracture anomaly corresponding to the incremental data of waterless fracture anomaly and the cumulative amount of seepage fracture anomaly corresponding to the incremental data of seepage fracture anomaly are obtained. Based on the cumulative amount of waterless fracture anomaly, the cumulative amount of seepage fracture anomaly, the first cumulative dynamic water pressure load, the total height of the rock stratum, the cumulative rock pressure load, the average first height corresponding to waterless fracture anomaly, and the average second height corresponding to seepage fracture anomaly, the first gain factor affecting the formation of the rock pressure field and the second gain factor affecting the formation of the water pressure field are calculated simultaneously using the gain calculation formula. The gain calculation formula is as follows: ;in, This indicates the cumulative amount of anomalies in waterless fractures. This indicates the cumulative amount of anomalies in the seepage fissures. Indicates the cumulative load of the first dynamic water pressure. Indicates the cumulative rock pressure load. Indicates the total height of the rock strata. This represents the average first height from the location of each anomaly center in an anhydrous fracture to the top of the rock stratum. This represents the average second height from the location of the anomaly center of each seepage fracture to the top of the rock stratum. This represents the first gain factor. This represents the second gain factor.

[0011] In one embodiment of the present invention, based on the first gain factor, the second gain factor, and the second hydrostatic pressure data corresponding to each support sub-process in the initial support, the cumulative support strength corresponding to the corresponding support sub-process and the geological layer variation increment data corresponding to the second geological layer exploration data are continuously optimized and adjusted until a critical sub-process that makes the corresponding cumulative support strength meet the cumulative load requirement is found among all support sub-processes, so as to complete the stress reliability analysis of the initial support structure, including: obtaining the second hydrostatic pressure cumulative load based on the second hydrostatic pressure data and the corresponding action time corresponding to each support sub-process; when the support sub-process is before the anchor bolt grouting support, based on each support sub-process... The corresponding first support cumulative strength and first support breakage strength are used to generate the first cumulative load after resisting the cumulative rock pressure load and the second cumulative load after resisting the second cumulative hydrodynamic pressure load. Based on the first cumulative load, the second cumulative load, the first gain factor, and the second gain factor, the geological layer variation increment data are incrementally corrected according to the fracture variation to obtain the first geological layer variation adjustment data. The first geological layer variation adjustment data includes the first waterless fracture variation adjustment data and the first seepage fracture variation adjustment data. The first support cumulative strength is optimized by using the geological layer variation increment data before the corresponding support sub-process or the first geological layer variation adjustment data to optimize the support sub-process. Subsequently, when the support sub-process is anchor bolt grouting support, based on the geological layer anomaly correction data after anchor bolt grouting support, the first gain factor and second gain factor corresponding to the support sub-process after anchor bolt support are corrected to obtain the first corrected gain factor and second corrected gain factor. The geological layer anomaly correction data includes the anomaly correction data for waterless fissures and the anomaly correction data for seepage fissures. When the support sub-process is after anchor bolt grouting support, based on the second cumulative strength and second support breakage strength corresponding to each support sub-process, the third cumulative load after resisting the first cumulative load and the fourth cumulative load after resisting the second cumulative load are generated. Based on the third cumulative load, the fourth cumulative load, the first correction gain factor, and the second correction gain factor, the geological layer anomaly correction data are incrementally corrected according to the fracture anomaly to obtain the second geological layer anomaly adjustment data. The second geological layer anomaly adjustment data includes the second anomaly adjustment data of the anomaly of the waterless fracture and the anomaly adjustment data of the second seepage fracture. The second cumulative support strength is obtained by optimizing the support sub-process based on the geological layer anomaly correction data or the second geological layer anomaly adjustment data before the corresponding support sub-process. The third cumulative load and the fourth cumulative load corresponding to each support sub-process are detected, and the stress reliability analysis of the initial support structure is completed based on the detection results.

[0012] In one embodiment of the present invention, the formulas for calculating the first cumulative load and the second cumulative load are as follows: ;in, Indicates the first cumulative load. Indicates the second cumulative load. Indicates the cumulative load resisting rock pressure. Indicates the cumulative load of the second dynamic water pressure. This represents the cumulative strength of the first support corresponding to each support sub-process. This represents the first support failure strength corresponding to each support sub-process; the calculation formula for the first geological layer anomaly adjustment data is: ;in, This indicates the data for the first anomaly adjustment in the anhydrous fracture. This indicates the data for the aberration adjustment of the first seepage fissure. This indicates the cumulative amount of anomalies in the anhydrous fissures before initial support. This indicates the cumulative amount of seepage and fissure anomalies before initial support. Indicates the second cumulative load. Indicates the first cumulative load. Indicates the total height of the rock strata. This represents the average first height from the location of each anomaly center in an anhydrous fracture to the top of the rock stratum. This represents the average second height from the location of the anomaly center of each seepage fracture to the top of the rock stratum. This represents the first gain factor. This represents the second gain factor; the formulas for calculating the first and second corrected gain factors are: ;in, This indicates corrected data for anomalies in waterless fractures. This indicates the corrected data for seepage crack anomalies. This indicates the first step in anchor bolt support repair. Incremental data of anhydrous fissure anomalies This indicates the first step in anchor bolt support repair. Data on incremental changes in seepage fissures Indicates the first corrected gain factor. This represents the second corrected gain factor. This represents the total number of data corresponding to the incremental changes in waterless fractures. This represents the total number of data corresponding to the incremental changes in seepage fissures; the formulas for calculating the third and fourth cumulative loads are: ;in, Indicates the third cumulative load. Indicates the fourth cumulative load. Indicates the cumulative strength of the second support. The formula for calculating the anomaly adjustment data of the second geological layer is: (This indicates the breakage strength of the second support;) ;in, This indicates the data for the second anomaly adjustment in the anomaly of the anhydrous fracture. This indicates the data for the anomaly adjustment of the second seepage fissure.

[0013] In one embodiment of the present invention, the third and fourth cumulative loads corresponding to each support sub-process are detected, and the stress reliability analysis of the initial support structure is completed based on the detection results. This includes: detecting the load threshold of the third and fourth cumulative loads; when the detection results show that the second cumulative strength and the second breakage strength of the target support sub-process after anchor bolt support make the third and fourth cumulative loads less than the load threshold, the target support sub-process is taken as the critical stress sub-process of the initial support, and the second geological layer variation adjustment data corresponding to the critical stress sub-process is output as the final result of the initial support, so as to complete the stress reliability analysis of the initial support structure.

[0014] To achieve the above and other related objectives, the present invention also provides a stress analysis system for a submarine tunnel support structure, comprising: an acquisition unit for acquiring exploration data of the first geological layer after excavation and exploration data of the second geological layer before initial shotcreting of the tunnel cross-section; a comparison unit for comparing the differences between the exploration data of the first geological layer and the data of the second geological layer to obtain fracture anomaly increment data; and an analysis unit for analyzing the fracture anomaly increment data formed by pressure load on the rock pressure field and water pressure field based on the first hydrodynamic pressure data and fracture anomaly increment data of the tunnel cross-section from excavation to initial shotcreting of the tunnel cross-section. The gain effect analysis yields the first gain factor affecting the formation of the rock pressure field and the second gain factor affecting the formation of the water pressure field. The optimization unit is used to continuously optimize and adjust the cumulative strength of the corresponding support sub-process and the geological layer variation increment data corresponding to the second geological layer exploration data based on the first gain factor, the second gain factor, and the second dynamic water pressure data corresponding to each support sub-process in the initial support, until the critical sub-process that makes the cumulative strength of the corresponding support meet the cumulative load requirement is found in all support sub-processes, so as to complete the stress reliability analysis of the initial support structure.

[0015] The beneficial effects of this invention are as follows: This invention proposes a method and system for stress analysis of submarine tunnel support structures. By utilizing geological exploration data of the tunnel cross-section after excavation and before initial support, it can analyze the rock strata fissures corresponding to the tunnel cross-section, thereby determining the occurrence of fissure anomalies. Then, using the fissure anomalies and the dynamic water pressure changes during this period, the gain relationship between dynamic water pressure and fissure anomalies is determined, i.e., the first gain factor affecting the formation of the rock pressure field and the second gain factor affecting the formation of the water pressure field are determined. Therefore, by combining the first and second gain factors with the dynamic water pressure change data during the initial support process, it is possible to dynamically predict the incremental data of geological strata anomalies before each support sub-process. Simultaneously, it is also possible to adjust and optimize the upcoming support sub-processes. Based on the cumulative support strength corresponding to the optimized support sub-processes, the stress condition of the initial support structure is dynamically reflected, thereby ensuring the reliability of the initial support structure. Attached Figure Description

[0016] The accompanying drawings, which are incorporated in and form part of this specification, illustrate embodiments consistent with this application and, together with the description, serve to explain the principles of this application. It is obvious that the drawings described below are merely some embodiments of this application, and those skilled in the art can obtain other drawings based on these drawings without any inventive effort.

[0017] In the attached diagram: Figure 1 This is a flowchart illustrating the stress analysis method for the support structure of a submarine tunnel provided in an embodiment of the present invention.

[0018] Figure 2 The diagram shown is a structural block diagram of a stress analysis system for submarine tunnel support structures provided in an embodiment of the present invention.

[0019] Figure 3 The diagram shown is a structural schematic of an electronic device according to an embodiment of the present invention.

[0020] The attached figures are labeled as follows: Electronic device 1; Submarine tunnel support structure stress analysis system 11; Memory 12; Processor 13; Acquisition unit 111; Comparison unit 112; Analysis unit 113; Optimization unit 114. Detailed Implementation

[0021] The following specific examples illustrate the implementation of the present invention. Those skilled in the art can easily understand other advantages and effects of the present invention from the content disclosed in this specification. The present invention can also be implemented or applied through other different specific embodiments. Various details in this specification can also be modified or changed based on different viewpoints and applications without departing from the spirit of the present invention. In the absence of conflict, the following embodiments and features in the embodiments can be combined with each other.

[0022] It should be noted that the illustrations provided in the following embodiments are only schematic representations of the basic concept of the present invention. The drawings only show the components related to the present invention and are not drawn according to the actual number, shape and size of the components in the actual implementation. In the actual implementation, the form, quantity and proportion of each component can be arbitrarily changed, and the layout of the components may also be more complex.

[0023] In the following description, numerous details are explored to provide a more thorough explanation of embodiments of the invention. However, it will be apparent to those skilled in the art that embodiments of the invention may be practiced without these specific details. In other embodiments, well-known structures and devices are shown in block diagram form rather than in detail to avoid obscuring embodiments of the invention.

[0024] This invention provides a method for stress analysis of submarine tunnel support structures. By utilizing geological exploration data of the tunnel cross-section after excavation and before initial support, the method can analyze the rock strata fissures corresponding to the tunnel cross-section, thereby determining the occurrence of fissure anomalies. Then, using the fissure anomalies and the dynamic water pressure changes during this period, the method determines the gain relationship between dynamic water pressure and fissure anomalies, i.e., it determines the first gain factor that pressure load can influence the formation of the rock pressure field and the second gain factor that can influence the formation of the water pressure field. Therefore, by combining the first and second gain factors with the dynamic water pressure change data during the initial support process, the method can dynamically predict the incremental data of geological strata anomalies before each support sub-process. Simultaneously, it can also adjust and optimize the upcoming support sub-processes. Based on the cumulative support strength corresponding to the optimized support sub-processes, the method dynamically reflects the stress condition of the initial support structure, thereby ensuring the reliability of the initial support structure.

[0025] Figure 1 A flowchart illustrating a stress analysis method for a submarine tunnel support structure according to an exemplary embodiment of this application is shown. This method is applied to a stress analysis system for submarine tunnel support structures and includes steps S10-S40. The following will be combined with… Figure 1 The technical solution of this application will be described in detail below.

[0026] First, execute step S10: obtain the exploration data of the first geological layer of the tunnel cross section after excavation and the exploration data of the second geological layer before initial shotcreting.

[0027] During the acquisition of geological strata exploration data, geological exploration equipment can be used to collect data on the tunnel cross-section. Specifically, a first exploration can be conducted after excavation to obtain the corresponding first geological strata exploration data; a second exploration can be conducted before the initial shotcrete application for the initial support to obtain the corresponding second geological strata exploration data. The first and second geological strata exploration data can be uploaded to the submarine tunnel support structure stress analysis system, or the submarine tunnel support structure stress analysis system can actively collect the first and second geological strata exploration data before the initial support.

[0028] Next, step S20 is executed to compare the differences between the exploration data of the first geological layer and the exploration data of the second geological layer to obtain the incremental data of fracture anomalies.

[0029] After acquiring the exploration data of the first geological layer and the second geological layer, the stress analysis system for the support structure of the submarine tunnel will also compare the differences between the two geological layer exploration data. Based on the incremental data of crack anomalies obtained from the comparison, it can accurately find the anomaly development trend of the second geological layer exploration data before the initial shotcrete.

[0030] In step S20, the exploration data of the first geological layer and the exploration data of the second geological layer are compared to obtain the incremental data of geological layer anomalies, including: Based on the first location data corresponding to each geological layer in the first geological layer exploration data, a first geological layer model is generated, wherein the geological layer includes rock strata, waterless fissures and water-permeable fissures; The second geological layer model is generated based on the second location data corresponding to each geological layer in the second geological layer exploration data; By comparing the differences in geological features between the first geological layer model and the second geological layer model, the abnormal coordinate regions corresponding to the changes in geological features are obtained, and the incremental data of fracture anomalies corresponding to the abnormal coordinate regions are output.

[0031] When comparing the differences between the exploration data of the first geological layer and the exploration data of the second geological layer, a geological model can be built based on the first location data of the first geological layer exploration data after obtaining the exploration data of the first geological layer at different locations. This results in a first geological model corresponding to the first geological layer exploration data. In this model, geological layers such as rock strata, waterless fractures, and seepage fractures obtained from exploration can be simulated. Similarly, a second geological layer model is built using the second location data corresponding to each geological layer in the second geological layer exploration data to simulate the distribution of rock strata, waterless fractures, and seepage fractures in the rock layer corresponding to the tunnel cross-section. Then, the geological feature differences between the first and second geological layer models can be compared to identify inconsistent anomalous coordinate areas and calculate the fracture anomaly increment data corresponding to each inconsistent anomalous coordinate area. Specifically, the fracture anomaly increment data can be either the newly generated / added anomaly of anhydrous fractures relative to the first geological layer model, or the newly generated / added anomaly of water-permeable fractures relative to the first geological layer model. Here, the anomaly of anhydrous fractures indicates only an increase in fractures, while the anomaly of water-permeable fractures indicates not only an increase in fractures but also a further increase in fractures due to the rock pressure field created by water seeping into the fractures.

[0032] Specifically, the geological feature differences between the first geological layer model and the second geological layer model are compared to obtain the anomalous coordinate regions corresponding to the changes in geological features, and the incremental data of fracture anomalies corresponding to the anomalous coordinate regions are output, including: Based on the shape of the first region corresponding to the geological layer features in the first geological layer model and the coordinate data corresponding to the shape of the first region, the corresponding geological layer features of the second geological layer model are searched to obtain the shape of the second region corresponding to the shape of the first region. The shape of the first region is compared with the shape of the second region to obtain the difference feature items and the difference increments corresponding to the difference feature items. The difference feature items include at least one of the crack difference items and the seepage difference items. When the difference increment is greater than the increment threshold, the region composed of the coordinate data corresponding to the difference increment in the shape of the second region is taken as the abnormal coordinate region, and the difference increment corresponding to the difference feature item is output as the fracture anomaly increment data corresponding to the abnormal coordinate region.

[0033] Specifically, when comparing the geological feature differences between the first and second geological layer models, the shapes of the first regions corresponding to the geological layer features in the first geological layer model (e.g., regions with water-free fracture features, regions with water-containing fracture features, etc.) can be used to search for corresponding geological layer features at the coordinate data of the second geological layer model, thereby finding the second region shape corresponding to the first region shape. Subsequently, by comparing the first and second region shapes, the difference feature items added to the second region shape compared to the first region shape can be determined, such as water-containing fracture features or seepage fracture features. Furthermore, based on the volume difference between the first and second region shapes, the difference increment corresponding to the respective difference feature item can be determined. In addition, after obtaining the difference increment, it is necessary to further compare the difference increment with the corresponding increment threshold. If the difference increment is greater than the increment threshold, it indicates that the difference increment is not negligible. Therefore, the region formed by the coordinate data corresponding to the difference increment in the second region shape is designated as an abnormal coordinate region, and the difference increment corresponding to the difference feature item is output as the fracture anomaly increment data corresponding to the abnormal coordinate region.

[0034] Specifically, the formula for calculating the difference increment can be expressed as: , Represented as differential characteristic terms The corresponding difference increment, This represents the first feature volume corresponding to the differential feature term in the shape of the first region. This represents the second feature volume corresponding to the difference feature term in the shape of the second region.

[0035] In addition, for the coordinate data corresponding to abnormal increments, whether it belongs to the abnormal coordinate region can be determined by the following functional relationship: ; in, This represents the coordinate data corresponding to the abnormal increment. Indicates an abnormal coordinate region. This indicates the coordinate region corresponding to the shape of the second region. This represents the incremental threshold.

[0036] Next, step S30 is executed, and gain analysis is performed based on the first dynamic water pressure data and crack anomaly increment data of the tunnel section after excavation and before initial shotcrete to obtain the first gain factor of the influence of pressure load on the formation of rock pressure field and the second gain factor of the influence of pressure load on the formation of water pressure field.

[0037] After acquiring the incremental data of crack deformation, the stress analysis system for the support structure of the submarine tunnel can generate configuration values ​​for the first gain factor and the second gain factor based on the type of incremental data of crack deformation and the first hydrodynamic pressure data from the time of excavation to the time of initial shotcreting, so that the pressure load can form incremental data of crack deformation.

[0038] The incremental data of crack anomalies in this invention may include either incremental data of anhydrous crack anomalies or incremental data of seepage crack anomalies. By utilizing the different crack formation principles of anhydrous and seepage crack anomalies, the gain characteristics of anhydrous and seepage crack anomalies under different pressure load combinations can be analyzed, thereby determining the gain factor specific to each type of crack anomaly.

[0039] In step S30, based on the first dynamic water pressure data and fracture anomaly increment data of the tunnel cross-section after excavation and before initial shotcrete, the gain effect of pressure load on fracture anomaly formation in the rock pressure field and water pressure field is analyzed, respectively, to obtain the first gain factor of pressure load on the formation of rock pressure field and the second gain factor on the formation of water pressure field, including: Based on the first dynamic water pressure data and the corresponding action time, the cumulative load of the first dynamic water pressure is obtained; Gain analysis was performed based on the incremental data of fracture anomalies and the cumulative load of the first dynamic water pressure to obtain the first gain factor of the influence of pressure load on the formation of rock pressure field and the second gain factor of the influence of pressure load on the formation of water pressure field.

[0040] In the gain analysis process, the cumulative load of the first hydrodynamic pressure from excavation to initial shotcrete can be determined by first using the first hydrodynamic pressure data corresponding to the seawater state and the action time corresponding to different first hydrodynamic pressure data. Then, based on the cumulative load of the first hydrodynamic pressure, the first gain factor that affects the formation of the rock pressure field and the second gain factor that affects the formation of the water pressure field can be further determined, which can generate the incremental data of fracture anomaly corresponding to the fracture anomaly.

[0041] Preferably, the first dynamic water pressure data may include water head height and hydraulic fluctuation intensity; of course, it may also include other seawater state data.

[0042] The process of obtaining the cumulative load of the first dynamic water pressure based on the first dynamic water pressure data and the corresponding action time may further include: Based on the corresponding water head and water density at different times, the cumulative height load is obtained. The formula for calculating the cumulative height load is as follows: ,in, Indicates the cumulative load at a certain height. This indicates the start time of the tunnel cross-section after excavation. This indicates the deadline before the initial shotcrete application. Indicates the specific gravity of water, and has the following properties: , Indicates the density of seawater. Represents gravitational acceleration. This indicates the water head height at different times; Threshold monitoring of hydraulic fluctuation intensity; When the hydraulic fluctuation intensity exceeds the hydraulic threshold, the dynamic hydraulic load increment is obtained based on the hydraulic fluctuation intensity, the second action duration corresponding to each hydraulic fluctuation intensity, and the load conversion coefficient. The formula for calculating the dynamic hydraulic load increment is as follows: ,in, This indicates the increment of the hydrodynamic pressure load. Indicates the start time of each hydraulic fluctuation intensity. This indicates the end time of each hydraulic wave intensity. Indicates the intensity of hydraulic fluctuations. This represents the load conversion factor corresponding to different hydraulic fluctuation intensities; The cumulative height load and the incremental hydrodynamic pressure load are combined to obtain the first cumulative hydrodynamic pressure load. The calculation formula for the first cumulative hydrodynamic pressure load is as follows: , This indicates the cumulative load of the first dynamic water pressure.

[0043] When determining the cumulative load of the first dynamic water pressure, we can first calculate the overall load due to the different water head heights at different times within the action time, based on the water head height and water density at different times within the action time. That is, we can use the calculation formula. This is to accumulate the load formed at different sea levels, thus obtaining the height-accumulated load.

[0044] For the hydraulic fluctuation intensity in the first dynamic water pressure data, threshold monitoring can be used to determine when the hydraulic fluctuation intensity exceeds the neglect range. That is, when the hydraulic fluctuation intensity is greater than the hydraulic threshold, the hydraulic fluctuation intensity can be combined with the second action duration and load conversion coefficient corresponding to each hydraulic fluctuation intensity, and then calculated using a formula. This method calculates the increment of hydrodynamic pressure load, thereby achieving cumulative quantification of the load from hydraulic fluctuations. It enables statistical analysis of the cumulative load when unstable hydrodynamic pressure, such as ocean waves, impacts the rock strata of a tunnel section before initial support is completed. The load conversion coefficient for calculating the increment of hydrodynamic pressure load can be pre-calibrated manually based on experience. Its value is related to the intensity of hydraulic fluctuations; that is, a correspondence table between the range of hydraulic fluctuation intensity and the load conversion coefficient can be established. This allows for finding the corresponding range of hydraulic fluctuation intensity based on the intensity of the fluctuation, and quickly retrieving the corresponding load conversion coefficient for calculating the increment of hydrodynamic pressure load.

[0045] Once the cumulative height load and the increment of hydrodynamic load are determined, the first cumulative hydrodynamic load during the period from the excavation of the tunnel section to the initial shotcrete can be determined through further superposition calculations. This allows for the reasonable optimization of the configuration of the first and second gain factors that cause the increment of crack anomalies based on the first cumulative hydrodynamic load and the crack anomaly increment data.

[0046] Specifically, based on the incremental data of fracture anomalies and the cumulative load of the first dynamic water pressure, the gain effect of pressure load on the fracture anomalies formed by rock pressure field and water pressure field is analyzed, respectively. This yields the first gain factor affecting the formation of rock pressure field and the second gain factor affecting the formation of water pressure field, including: Anomaly detection was performed on the incremental data of fracture anomalies to obtain the corresponding geological layer anomaly types, which include anhydrous fracture anomalies and permeable fracture anomalies. The incremental data of fracture anomalies are classified and statistically analyzed according to different geological layer anomaly types to obtain the cumulative amount of anhydrous fracture anomalies corresponding to the incremental data of anhydrous fracture anomalies and the cumulative amount of seepage fracture anomalies corresponding to the incremental data of seepage fracture anomalies. Based on the cumulative amount of anomalies in waterless fractures, the cumulative amount of anomalies in seepage fractures, the cumulative load of the first dynamic water pressure, the total height of the rock strata, the cumulative load of rock pressure, the average first height corresponding to anomalies in waterless fractures, and the average second height corresponding to anomalies in seepage fractures, the first gain factor affecting the formation of the rock pressure field and the second gain factor affecting the formation of the water pressure field are obtained by simultaneously calculating using the gain calculation formula.

[0047] In optimizing the configuration of the first and second gain factors, the geological layer variation types present in the incremental fracture variation data can be determined first, which may include at least one of anhydrous fracture variation and water-permeable fracture variation. Usually, both exist simultaneously; therefore, the following calculations will be performed for the case where both exist. Specifically, the data corresponding to the variation type of the same geological layer in the incremental fracture variation data can be statistically analyzed to determine the cumulative amount of anhydrous fracture variation corresponding to the incremental anhydrous fracture variation data and the cumulative amount of water-permeable fracture variation corresponding to the incremental water-permeable fracture variation data. Then, based on the cumulative amount of anhydrous fracture variation, the cumulative amount of water-permeable fracture variation, the first cumulative hydrodynamic load, the total height of the rock layer, the cumulative rock pressure load, the average first height corresponding to anhydrous fracture variation, and the average second height corresponding to water-permeable fracture variation, the following gain calculation formulas are used to simultaneously obtain the first gain factor affecting the formation of the rock pressure field and the second gain factor affecting the formation of the water pressure field.

[0048] The gain calculation formula is: ; in, This indicates the cumulative amount of anomalies in waterless fractures. This indicates the cumulative amount of anomalies in the seepage fissures. Indicates the cumulative load of the first dynamic water pressure. Indicates the cumulative rock pressure load. Indicates the total height of the rock strata. This represents the average first height from the location of each anomaly center in an anhydrous fracture to the top of the rock stratum. This represents the average second height from the location of the anomaly center of each seepage fracture to the top of the rock stratum. This represents the first gain factor. This represents the second gain factor.

[0049] In the gain calculation formula, It can be calculated based on the three-dimensional model of the rock strata corresponding to the current excavation section and the unit weight of the rock per unit volume.

[0050] In addition, it also has the following relationship: ,in, This represents the incremental data of anomalies in each waterless fracture. This represents the incremental data of the anomaly for each seepage fissure. This represents the second height value from the location of the anomaly center of each seepage fracture to the top of the rock stratum. This indicates the number of incremental data points for seepage fissure anomalies. In other words, the cumulative amount of seepage fissure anomalies corresponding to each anomaly in a waterless fissure can be determined by extracting incremental data points for each anomaly in a waterless fissure, such as incremental volume, and summing them up. Similarly, the cumulative amount of seepage fissure anomalies corresponding to each anomaly in a waterless fissure can be determined by extracting incremental data points for each anomaly in a seepage fissure, such as incremental volume, and summing them up. For the first height average... This can be achieved by extracting the first height value from the location of each anomaly center in an anhydrous fracture to the top of the rock stratum, and then averaging all the first height values. Similarly, for the average of the second height values... Alternatively, it can be obtained by extracting the second height value from the location of the anomaly center of each seepage fissure to the top of the rock layer, and then averaging all the second height values.

[0051] It is worth noting that the cumulative amount of anomalies caused by the formation of waterless fissures At that time, the increase in fractures was solely due to the overall pressure exerted on the rock strata by rock pressure and water pressure. Therefore, it could be addressed using calculation formulas. This is used to determine the first gain factor specifically for cases where rock fractures are generated. The cumulative amount of anomalies in the formed seepage fractures is also considered. This is caused not only by rock pressure, but also by the seepage pressure acting on the fractures. Therefore, the anomaly in the seepage fractures is determined by both the first and second gain factors. This can be calculated using the formula... This allows us to determine the second gain factor corresponding to the seepage water pressure. Based on the derived first and second gain factors, we can determine the rationality of each support sub-process during the initial support phase. This facilitates timely optimization and adjustment of the support structure. For example, when erecting steel arches, we can optimize the density of the reinforcing mesh and select the optimal water-cement ratio for concrete. This reduces the rate of increase in geological layer anomalies and ensures the load-bearing reliability of the initial support structure.

[0052] Next, step S40 is executed. Based on the first gain factor, the second gain factor, and the second dynamic water pressure data corresponding to each support sub-process in the initial support, the cumulative support strength corresponding to the corresponding support sub-process and the geological layer variation increment data corresponding to the second geological layer exploration data are continuously optimized and adjusted until the critical sub-process that makes the cumulative support strength meet the cumulative load requirement is found in all support sub-processes, so as to complete the stress reliability analysis of the initial support structure.

[0053] After determining the first and second gain factors, the stress analysis system for the support structure of the submarine tunnel can optimize the support structure corresponding to the support sub-process when geological layer anomaly increments occur during the construction of each support sub-process. This optimization is achieved by utilizing the first and second gain factors and the second dynamic water pressure data corresponding to each support sub-process in the initial support. The cumulative strength of the optimized support is then used to continuously optimize the support of the tunnel cross-section, thereby improving the stress reliability of the final initial support structure and effectively slowing down the incremental rate of geological layer anomaly, reducing the rate of rock layer deterioration. Through the optimization of the support sub-processes, the initial support structure can better meet the support operation requirements and reduce the stress release of the rock layer in the tunnel space.

[0054] In step S40, based on the first gain factor, the second gain factor, and the second hydrodynamic pressure data corresponding to each support sub-process in the initial support, the cumulative support strength corresponding to the corresponding support sub-process and the geological layer variation increment data corresponding to the second geological layer exploration data are continuously optimized and adjusted until a critical sub-process that makes the corresponding cumulative support strength meet the cumulative load requirement is found among all support sub-processes, so as to complete the stress reliability analysis of the initial support structure, including: Based on the second dynamic water pressure data and corresponding action time for each support sub-process, the second dynamic water pressure cumulative load is obtained. This second dynamic water pressure cumulative load can be calculated using the same method as the first dynamic water pressure cumulative load, which will not be elaborated upon here.

[0055] Depending on the specific sub-process of the support work, the following methods can be used to determine the sub-process: First, when the support sub-process is performed before the anchor bolt grouting support, the first cumulative load after resisting the cumulative rock pressure load and the second cumulative load after resisting the second hydrodynamic pressure load are generated based on the first cumulative strength and the first loss strength of the support corresponding to each support sub-process.

[0056] The formulas for calculating the first and second cumulative loads can be expressed as follows: ; in, Indicates the first cumulative load. Indicates the second cumulative load. Indicates the cumulative load resisting rock pressure. Indicates the cumulative load of the second dynamic water pressure. This represents the cumulative strength of the first support corresponding to each support sub-process. This indicates the first support breakage strength corresponding to each support sub-process.

[0057] After determining the second cumulative dynamic water pressure load, the proportional relationship between the cumulative rock pressure load and the second cumulative dynamic water pressure load can be used to proportionally allocate the compensable strength calculated by integrating the first support cumulative strength and the first support depreciation strength. This results in a first and second cumulative load with an unchanged proportional relationship. The first support cumulative strength can be, for example, the integral value of the concrete support strength during the initial shotcrete process over the corresponding cumulative time of the support sub-process. The first support depreciation strength can be the influence value of the cumulative support strength caused by depreciation due to cracks or other factors formed during the cumulative time after the initial shotcrete process.

[0058] Based on the first cumulative load, the second cumulative load, the first gain factor, and the second gain factor, the incremental data of geological layer anomalies are incrementally corrected according to the fracture anomalies to obtain the first geological layer anomaly adjustment data. The first geological layer anomaly adjustment data includes the first waterless fracture anomaly adjustment data and the first seepage fracture anomaly adjustment data. The first cumulative support strength is obtained by optimizing the support sub-process based on the geological layer anomaly increment data before the corresponding support sub-process or the first geological layer anomaly adjustment data.

[0059] The calculation formula for the anomaly adjustment data of the first geological layer can be expressed as: ; in, This indicates the data for the first anomaly adjustment in the anhydrous fracture. This indicates the data for the aberration adjustment of the first seepage fissure. This indicates the cumulative amount of anomalies in the anhydrous fissures before initial support. This indicates the cumulative amount of seepage and fissure anomalies before initial support. Indicates the second cumulative load. Indicates the first cumulative load. Indicates the total height of the rock strata. This represents the average first height from the location of each anomaly center in an anhydrous fracture to the top of the rock stratum. This represents the average second height from the location of the anomaly center of each seepage fracture to the top of the rock stratum. This represents the first gain factor. This represents the second gain factor.

[0060] For example, after the initial shotcrete application, the geological layer anomalies, having not yet fully counteracted rock and water pressure, will further increase, thus forming the first geological layer anomaly adjustment data. The calculation of this first geological layer anomaly adjustment data can be based on the cumulative anomalies of the anhydrous fissures before initial support, and is derived from the second cumulative load, the first cumulative load, the average first height from the center of each anomaly of the ... In addition, by combining the cumulative amount of seepage fissure anomalies before the initial support with the second cumulative load, the first cumulative load, the average second height from the center of each seepage fissure anomaly to the top of the rock layer, the total height of the rock layer, the first gain factor, and the second gain factor, the adjustment data of the first seepage fissure anomaly can be accurately estimated. Thus, based on the adjustment data of the first seepage fissure anomaly and the first waterless fissure anomaly, the development level of the fissure anomaly can be determined. Based on the fissure anomaly situation, the support structure and scheme corresponding to the next support sub-process can be reasonably optimized, thereby optimizing the corresponding cumulative support strength.

[0061] Secondly, when the support sub-process is anchor bolt grouting support, the first gain factor and the second gain factor corresponding to the support sub-process after anchor bolt support are corrected based on the geological layer anomaly correction data after the anchor bolt grouting support corrects the geological layer anomaly increment data. The first corrected gain factor and the second corrected gain factor are obtained. The geological layer anomaly correction data include waterless fissure anomaly correction data and water seepage fissure anomaly correction data.

[0062] The formulas for calculating the first and second corrected gain factors can be expressed as follows: ; in, This indicates corrected data for anomalies in waterless fractures. This indicates the corrected data for seepage crack anomalies. This indicates the first step in anchor bolt support repair. Incremental data of anhydrous fissure anomalies This indicates the first step in anchor bolt support repair. Data on incremental changes in seepage fissures Indicates the first corrected gain factor. This represents the second corrected gain factor. This represents the total number of data corresponding to the incremental changes in waterless fractures. This represents the total number of data corresponding to the incremental changes in seepage fissures.

[0063] During the anchor bolt grouting support process, the corresponding incremental data of anhydrous fracture anomalies and seepage fracture anomalies can be extracted based on the coordinate range of the area supported by the anchor bolt grouting. This allows for the deletion of corresponding coordinate data from the previous first anomaly adjustment data for anhydrous fractures and first anomaly adjustment data for seepage fractures, resulting in corrected geological layer anomaly data, including both anomaly adjustment data for anhydrous fractures and seepage fractures. Then, based on the gain factor calculation formula, the corrected first and second corrected gain factors are derived. Because the risk of fractures still exists after anchor bolt grouting support, parameters such as the first average height and the second average height in the gain factor calculation formula are retained in the formula.

[0064] Finally, when the support sub-process is completed after the anchor bolt grouting support, the third cumulative load after resisting the first cumulative load and the fourth cumulative load after resisting the second cumulative load are generated based on the second cumulative strength and the second cumulative strength of the support sub-process.

[0065] The calculation formulas for the third and fourth cumulative loads can be obtained using a similar method to those for the first and second cumulative loads, to ensure the proportional correspondence. That is, the calculation formulas can be expressed as follows: ; in, Indicates the third cumulative load. Indicates the fourth cumulative load. Indicates the cumulative strength of the second support. This indicates the breakage strength of the second support.

[0066] Based on the third cumulative load, the fourth cumulative load, the first correction gain factor, and the second correction gain factor, the geological layer anomaly correction data are incrementally corrected according to the fracture anomaly to obtain the second geological layer anomaly adjustment data. The second geological layer anomaly adjustment data includes the second waterless fracture anomaly adjustment data and the second seepage fracture anomaly adjustment data. The second support cumulative strength is obtained by optimizing the support sub-process based on the geological layer anomaly correction data before the corresponding support sub-process or the second geological layer anomaly adjustment data.

[0067] The calculation formula for the anomaly adjustment data of the second geological layer can be expressed as follows: ; in, This indicates the data for the second anomaly adjustment in the anomaly of the anhydrous fracture. This indicates the data for the anomaly adjustment of the second seepage fissure.

[0068] The third and fourth cumulative loads corresponding to each support sub-process are tested, and the stress reliability analysis of the initial support structure is completed based on the test results.

[0069] After the first and second gain factors are corrected for anchor bolt grouting support, as the rock stress continues to be released, under the configuration of the calculation formula for the second geological layer variation adjustment data based on the first and second corrected gain factors, the second anomaly adjustment data for waterless fractures and the second anomaly adjustment data for water-permeable fractures will continue to increase with each support sub-process after anchor bolt grouting support, until the second cumulative strength and second support breakage strength corresponding to the target support sub-process after anchor bolt support make the third cumulative load and the fourth cumulative load less than the load threshold, so as to determine that the corresponding second geological layer variation adjustment data tends to a relatively stable state. In addition, based on the second geological layer variation adjustment data, it can be determined whether the current initial support meets the standards.

[0070] Specifically, the third and fourth cumulative loads corresponding to each support sub-process are tested, and the stress reliability analysis of the initial support structure is completed based on the test results, including: Load threshold detection is performed on the third and fourth cumulative loads; When the test results show that the cumulative strength and breakage strength of the second support corresponding to the target support sub-process after anchor bolt support make the third and fourth cumulative loads less than the load threshold (generally set to 0 or a negative value), the target support sub-process is taken as the critical stress sub-process of the initial support. The corresponding second geological layer variation adjustment data is output as the final result of the initial support to complete the stress reliability analysis of the initial support structure. Finally, based on the second geological layer variation adjustment data and the corresponding critical stress sub-process, it can be determined whether the current initial support is qualified, whether other support or periodic monitoring methods are needed, and to determine the risks of continuous crack increase and water seepage caused by the second geological layer variation adjustment data.

[0071] Please see Figure 2The present invention also provides a stress analysis system 11 for a submarine tunnel support structure, comprising: an acquisition unit 111 for acquiring exploration data of the first geological layer of the tunnel section after excavation and exploration data of the second geological layer before initial shotcrete; a comparison unit 112 for comparing the differences between the exploration data of the first geological layer and the data of the second geological layer to obtain fracture anomaly increment data; and an analysis unit 113 for analyzing the effect of pressure load on fracture anomaly gain caused by rock pressure field and water pressure field based on the first hydrodynamic pressure data and fracture anomaly increment data of the tunnel section from excavation to initial shotcrete. Analysis yields a first gain factor influencing the formation of the rock pressure field and a second gain factor influencing the formation of the water pressure field. Optimization unit 114 is used to continuously optimize and adjust the cumulative strength of the corresponding support sub-process and the geological layer variation increment data corresponding to the second geological layer exploration data based on the first gain factor, the second gain factor, and the second dynamic water pressure data corresponding to each support sub-process in the initial support, until a critical sub-process that makes the cumulative strength of the corresponding support meet the cumulative load requirement is found in all support sub-processes, so as to complete the stress reliability analysis of the initial support structure.

[0072] It should be noted that the submarine tunnel support structure stress analysis system 11 provided in the above embodiments and the submarine tunnel support structure stress analysis method provided in the above embodiments belong to the same concept. The specific operation methods of each module and unit have been described in detail in the method embodiments and will not be repeated here. In practical applications, the submarine tunnel support structure stress analysis system 11 provided in the above embodiments can be assigned to different functional modules as needed, that is, the internal structure of the device can be divided into different functional modules to complete all or part of the functions described above. This is not a limitation here.

[0073] Please see Figure 3 The electronic device 1 may include a memory 12, a processor 13 and a bus, and may also include a computer program stored in the memory 12 and executable on the processor 13, such as a stress analysis program for the support structure of a submarine tunnel.

[0074] The memory 12 includes at least one type of readable storage medium, such as flash memory, portable hard drive, multimedia card, card-type memory (e.g., SD or DX memory), magnetic memory, magnetic disk, optical disk, etc. In some embodiments, the memory 12 can be an internal storage unit of the electronic device 1, such as a portable hard drive. In other embodiments, the memory 12 can be an external storage device of the electronic device 1, such as a plug-in portable hard drive, smart media card (SMC), secure digital (SD) card, flash card, etc., equipped on the electronic device 1. Furthermore, the memory 12 can include both internal and external storage units of the electronic device 1. The memory 12 can be used not only to store application software and various types of data installed on the electronic device 1, such as code for stress analysis of the support structure of a submarine tunnel, but also to temporarily store data that has been output or will be output.

[0075] In some embodiments, the processor 13 may be composed of integrated circuits, such as a single packaged integrated circuit or multiple integrated circuits with the same or different functions, including combinations of one or more central processing units (CPUs), microprocessors, digital processing chips, graphics processors, and various control chips. The processor 13 is the control unit of the electronic device 1, connecting various components of the electronic device 1 through various interfaces and lines. It executes programs or modules stored in the memory 12 (e.g., a stress analysis program for the support structure of a submarine tunnel), and calls data stored in the memory 12 to perform various functions and process data of the electronic device 1.

[0076] The processor 13 executes the operating system of the electronic device 1 and various installed applications. The processor 13 executes the applications to implement the steps in the above-described stress analysis method for the support structure of the submarine tunnel.

[0077] For example, the computer program may be divided into one or more modules, which are stored in the memory 12 and executed by the processor 13 to complete this application. The one or more modules may be a series of computer program instruction segments capable of performing specific functions, which describe the execution process of the computer program in the electronic device 1. For example, the computer program may be divided into units in a stress analysis system for a submarine tunnel support structure.

[0078] The integrated unit implemented as a software functional module can be stored in a computer-readable storage medium, which can be non-volatile or volatile. The software functional module, stored in the storage medium, includes several instructions to cause a computer device (which may be a personal computer, computer equipment, or network device, etc.) or processor to execute some functions of the stress analysis method for the submarine tunnel support structure described in the various embodiments of this application.

[0079] In summary, the stress analysis method and system for submarine tunnel support structures disclosed in this invention utilizes geological exploration data of the tunnel cross-section after excavation and before initial support to analyze rock strata fissures corresponding to the tunnel cross-section, thereby determining the occurrence of fissure anomalies. Then, using fissure anomalies and dynamic water pressure changes during this period, the gain relationship between dynamic water pressure and fissure anomalies is determined, i.e., the first gain factor affecting the rock pressure field and the second gain factor affecting the water pressure field are identified. Therefore, by combining the first and second gain factors with dynamic water pressure changes during the initial support process, dynamic prediction of the incremental geological strata anomalies before each support sub-process can be achieved. Simultaneously, adjustments and optimizations can be made for upcoming support sub-processes. Based on the cumulative strength of the optimized support sub-processes, the stress condition of the initial support structure is dynamically reflected, ensuring the reliability of the initial support structure. Therefore, this invention effectively overcomes the various shortcomings of existing technologies and has high industrial application value.

[0080] The above embodiments are merely illustrative of the principles and effects of the present invention and are not intended to limit the invention. Any person skilled in the art can modify or alter the above embodiments without departing from the spirit and scope of the present invention. Therefore, all equivalent modifications or alterations made by those skilled in the art without departing from the spirit and technical concept disclosed in the present invention should still be covered by the claims of the present invention.

Claims

1. A method of stress analysis of a subsea tunnel support structure, characterized by, include: Obtain exploration data of the first geological layer of the tunnel cross section after excavation and exploration data of the second geological layer before initial shotcrete. By comparing the differences between the exploration data of the first geological layer and the exploration data of the second geological layer, the incremental data of fracture anomalies are obtained. Based on the first dynamic water pressure data of the tunnel section after excavation and before initial shotcrete and the incremental data of fracture anomaly, the gain effect of pressure load on the fracture anomaly formed by rock pressure field and water pressure field is analyzed, and the first gain factor of pressure load on the formation of rock pressure field and the second gain factor on the formation of water pressure field are obtained. Based on the first gain factor, the second gain factor, and the second dynamic water pressure data corresponding to each support sub-process in the initial support, the cumulative support strength corresponding to the corresponding support sub-process and the geological layer variation increment data corresponding to the second geological layer exploration data are continuously optimized and adjusted until the critical sub-process that makes the cumulative support strength meet the cumulative load requirement is found in all the support sub-processes, so as to complete the stress reliability analysis of the initial support structure.

2. The method of claim 1, wherein By comparing the exploration data of the first geological layer and the exploration data of the second geological layer, the incremental data of geological layer anomalies are obtained, including: Based on the first location data corresponding to each geological layer in the first geological layer exploration data, a first geological layer model is generated, wherein the geological layer includes rock strata, waterless fissures and water-permeable fissures; The second geological layer model is generated based on the second location data corresponding to each geological layer in the second geological layer exploration data; The geological feature differences between the first geological layer model and the second geological layer model are compared to obtain the abnormal coordinate regions corresponding to the changes in geological features, and the incremental data of fracture anomalies corresponding to the abnormal coordinate regions are output.

3. The method according to claim 2, wherein The geological feature differences between the first geological layer model and the second geological layer model are compared to obtain the abnormal coordinate regions corresponding to the changes in geological features, and the incremental data of fracture anomalies corresponding to the abnormal coordinate regions are output, including: Based on the shape of the first region corresponding to the geological layer features in the first geological layer model and the coordinate data corresponding to the shape of the first region, the corresponding geological layer features of the second geological layer model are searched to obtain the shape of the second region corresponding to the shape of the first region. The shape of the first region is compared with the shape of the second region to obtain the difference feature items and the difference increments corresponding to the difference feature items. The difference feature items include at least one of the crack difference items and the seepage difference items. When the difference increment is greater than the increment threshold, the region formed by the coordinate data corresponding to the difference increment in the shape of the second region is taken as the abnormal coordinate region, and the difference increment corresponding to the difference feature item is output as the crack anomaly increment data corresponding to the abnormal coordinate region.

4. The method of claim 1, wherein The incremental data of fracture anomalies includes one of the incremental data of anhydrous fracture anomalies and the incremental data of water-permeable fracture anomalies. Gain analysis was performed on the first hydrodynamic pressure data of the tunnel cross-section after excavation and before initial shotcreting, along with the fissure anomaly increment data, to obtain a first gain factor affecting the formation of the rock pressure field and a second gain factor affecting the formation of the water pressure field, including: Based on the first dynamic water pressure data and the corresponding action time, the cumulative load of the first dynamic water pressure is obtained; Based on the incremental data of fracture anomalies and the first cumulative load of hydrodynamic pressure, a gain analysis is performed to obtain the first gain factor of the influence of pressure load on the formation of rock pressure field and the second gain factor of the influence of pressure load on the formation of water pressure field.

5. The method according to claim 4, wherein The first dynamic water pressure data includes water head height and hydraulic fluctuation intensity; Based on the first hydrodynamic pressure data and the corresponding duration, the cumulative load of the first hydrodynamic pressure is obtained, including: Based on the water head height and water unit weight corresponding to different times, the cumulative height load is obtained, and the calculation formula for the cumulative height load is as follows: ,in, Indicates the cumulative load at a certain height. This indicates the start time of the tunnel cross-section after excavation. This indicates the deadline before the initial shotcrete application. Indicates the specific gravity of water. This indicates the water head height at different times; Threshold monitoring is performed on the intensity of the hydraulic fluctuations; When the hydraulic fluctuation intensity is greater than the hydraulic threshold, the dynamic hydraulic load increment is obtained based on the hydraulic fluctuation intensity, the second duration corresponding to each hydraulic fluctuation intensity, and the load conversion coefficient. The calculation formula for the dynamic hydraulic load increment is as follows: ,in, This indicates the increment of the dynamic water pressure load. Indicates the start time of each hydraulic fluctuation intensity. This indicates the end time of each hydraulic wave intensity. Indicates the intensity of hydraulic fluctuations. This represents the load conversion factor corresponding to different hydraulic fluctuation intensities; The cumulative height load and the incremental hydrodynamic load are combined to obtain the first cumulative hydrodynamic load. The calculation formula for the first cumulative hydrodynamic load is as follows: , This indicates the cumulative load of the first dynamic water pressure.

6. The stress analysis method for the support structure of a submarine tunnel according to claim 4, characterized in that, Based on the incremental data of fracture anomalies and the first cumulative dynamic water pressure load, the gain effect of pressure load on the fracture anomalies formed by rock pressure field and water pressure field is analyzed, respectively, to obtain the first gain factor of the influence of pressure load on the formation of rock pressure field and the second gain factor of the influence of pressure load on the formation of water pressure field, including: The incremental data of fracture anomalies are subjected to anomaly detection to obtain the corresponding geological layer anomaly types, which include anhydrous fracture anomalies and permeable fracture anomalies. The incremental data of fracture anomalies are classified and statistically analyzed according to different geological layer anomaly types to obtain the cumulative amount of anhydrous fracture anomalies corresponding to the incremental data of anhydrous fracture anomalies and the cumulative amount of seepage fracture anomalies corresponding to the incremental data of seepage fracture anomalies. Based on the cumulative amount of anhydrous fissure anomaly, the cumulative amount of permeable fissure anomaly, the first cumulative dynamic water pressure load, the total height of the rock stratum, the cumulative rock pressure load, the average first height corresponding to the anomaly of anhydrous fissure, and the average second height corresponding to the anomaly of permeable fissure, the first gain factor affecting the formation of the rock pressure field and the second gain factor affecting the formation of the water pressure field are calculated simultaneously using the gain calculation formula. The gain calculation formula is as follows: ； in, This indicates the cumulative amount of anomalies in waterless fractures. This indicates the cumulative amount of anomalies in the seepage fissures. Indicates the cumulative load of the first dynamic water pressure. Indicates the cumulative rock pressure load. Indicates the total height of the rock strata. This represents the average first height from the location of each anomaly center in an anhydrous fracture to the top of the rock stratum. This represents the average second height from the location of the anomaly center of each seepage fracture to the top of the rock stratum. This represents the first gain factor. This represents the second gain factor.

7. The method of claim 1, wherein Based on the first gain factor, the second gain factor, and the second hydrodynamic pressure data corresponding to each support sub-process in the initial support, the cumulative support strength corresponding to the corresponding support sub-process and the geological layer variation increment data corresponding to the second geological layer exploration data are continuously optimized and adjusted until a critical sub-process that makes the corresponding cumulative support strength meet the cumulative load requirement is found among all the support sub-processes, so as to complete the stress reliability analysis of the initial support structure, including: The cumulative load of the second dynamic water pressure is obtained based on the second dynamic water pressure data and the corresponding action time for each support sub-process; When the support sub-process is before the anchor bolt grouting support, the first cumulative load after resisting the cumulative rock pressure load and the second cumulative load after resisting the second hydrodynamic pressure load are generated according to the first cumulative strength and the first support breakage strength corresponding to each support sub-process. Based on the first cumulative load, the second cumulative load, the first gain factor, and the second gain factor, the incremental data of geological layer anomalies are incrementally corrected according to the fracture anomalies to obtain the first geological layer anomaly adjustment data. The first geological layer anomaly adjustment data includes the first waterless fracture anomaly adjustment data and the first seepage fracture anomaly adjustment data. The first cumulative support strength is obtained by optimizing the support sub-process based on the incremental data of geological layer anomalies or the first geological layer anomaly adjustment data before the corresponding support sub-process. When the support sub-process is anchor bolt grouting support, the first gain factor and the second gain factor corresponding to the support sub-process after anchor bolt grouting support are corrected according to the geological layer anomaly correction data after the anchor bolt grouting support corrects the geological layer anomaly increment data, so as to obtain the first corrected gain factor and the second corrected gain factor. The geological layer anomaly correction data includes waterless fissure anomaly correction data and water seepage fissure anomaly correction data. When the support sub-process is after the anchor bolt grouting support, a third cumulative load and a fourth cumulative load after resisting the first cumulative load are generated based on the second cumulative strength and the second support breakage strength corresponding to each support sub-process. Based on the third cumulative load, the fourth cumulative load, the first correction gain factor, and the second correction gain factor, the geological layer anomaly correction data is incrementally corrected according to the fracture anomaly to obtain the second geological layer anomaly adjustment data. The second geological layer anomaly adjustment data includes the second waterless fracture anomaly adjustment data and the second seepage fracture anomaly adjustment data. The second cumulative support strength is obtained by optimizing the support sub-process based on the geological layer anomaly correction data or the second geological layer anomaly adjustment data before the corresponding support sub-process. The third and fourth cumulative loads corresponding to each of the support sub-processes are tested, and the stress reliability analysis of the initial support structure is completed based on the test results.

8. The stress analysis method for the support structure of a submarine tunnel according to claim 7, characterized in that, The formulas for calculating the first cumulative load and the second cumulative load are as follows: ； in, Indicates the first cumulative load. Indicates the second cumulative load. Indicates the cumulative load resisting rock pressure. Indicates the cumulative load of the second dynamic water pressure. This represents the cumulative strength of the first support corresponding to each support sub-process. This indicates the breakage strength of the first support corresponding to each support sub-process; The calculation formula for the first geological layer anomaly adjustment data is as follows: ； in, This indicates the data for the first anomaly adjustment in the anhydrous fracture. This indicates the data for the anomaly adjustment of the first seepage fissure. This indicates the cumulative amount of anomalies in the anhydrous fissures before initial support. This indicates the cumulative amount of seepage and fissure anomalies before initial support. Indicates the second cumulative load. Indicates the first cumulative load. Indicates the total height of the rock strata. This represents the average first height from the location of each anomaly center in an anhydrous fracture to the top of the rock stratum. This represents the average second height from the location of the anomaly center of each seepage fracture to the top of the rock stratum. This represents the first gain factor. Indicates the second gain factor; The formulas for calculating the first corrected gain factor and the second corrected gain factor are as follows: ； in, This indicates corrected data for anomalies in waterless fractures. This indicates the corrected data for seepage crack anomalies. This indicates the first step in anchor bolt support repair. Incremental data of anhydrous fissure anomalies This indicates the first step in anchor bolt support repair. Data on incremental changes in seepage fissures Indicates the first corrected gain factor. This represents the second corrected gain factor. This represents the total number of data corresponding to the incremental changes in waterless fractures. This represents the total number of data corresponding to the incremental changes in seepage fissures. The calculation formulas for the third cumulative load and the fourth cumulative load are as follows: ； in, Indicates the third cumulative load. Indicates the fourth cumulative load. Indicates the cumulative strength of the second support. Indicates the breakage strength of the second support; The calculation formula for the second geological layer anomaly adjustment data is as follows: ； in, This indicates the data for the second anomaly adjustment in the anomaly of the anhydrous fracture. This indicates the data for the anomaly adjustment of the second seepage fissure.

9. The stress analysis method for the support structure of a submarine tunnel according to claim 7, characterized in that, The third and fourth cumulative loads corresponding to each of the aforementioned support sub-processes are tested, and a stress reliability analysis of the initial support structure is completed based on the test results, including: Load threshold detection is performed on the third and fourth cumulative loads; When the test results show that the cumulative strength and breakage strength of the second support corresponding to the target support sub-process after anchor bolt support make the third cumulative load and the fourth cumulative load less than the load threshold, the target support sub-process is taken as the critical stress sub-process of the initial support, and the second geological layer variation adjustment data corresponding to the critical stress sub-process is output as the final result of the initial support, so as to complete the stress reliability analysis of the initial support structure.

10. A stress analysis system for a submarine tunnel support structure, characterized in that, include: The acquisition unit is used to acquire the exploration data of the first geological layer of the tunnel cross section after excavation and the exploration data of the second geological layer before the initial shotcrete. The comparison unit is used to compare the differences between the exploration data of the first geological layer and the exploration data of the second geological layer to obtain the fracture anomaly increment data. The analysis unit is used to analyze the gain effect of pressure load on the rock pressure field and water pressure field based on the first dynamic water pressure data of the tunnel section after excavation and before the initial shotcrete and the incremental data of the crack anomaly, and to obtain the first gain factor of the influence of pressure load on the formation of rock pressure field and the second gain factor of the influence of pressure load on the formation of water pressure field. The optimization unit is used to continuously optimize and adjust the cumulative support strength corresponding to the corresponding support sub-process and the geological layer variation increment data corresponding to the second geological layer exploration data based on the first gain factor, the second gain factor, and the second dynamic water pressure data corresponding to each support sub-process in the initial support, until the critical sub-process that makes the cumulative support strength meet the cumulative load requirement is found in all the support sub-processes, so as to complete the stress reliability analysis of the initial support structure.

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