Optimization method and device for tunnel support system

Abstract

The present application discloses a method and device for optimizing a tunnel support system. The method includes establishing a three-dimensional calculation model of the tunnel based on model parameters; calculating the first surrounding rock deformation of the excavated section of the tunnel based on the three-dimensional calculation model, geological parameters, the occurrence and range of the fault fracture zone, and the construction sequence; verifying the reliability of the three-dimensional calculation model based on the actual monitored surrounding rock deformation and the first surrounding rock deformation of the excavated section of the tunnel; if the three-dimensional calculation model is reliable, then calculating the surrounding rock deformation corresponding to different support parameters under different levels of surrounding rock based on the three-dimensional calculation model; analyzing the values ​​of different support parameters under different levels of surrounding rock and their corresponding surrounding rock deformation based on the gray sensitivity theory to determine the sensitivity of each support parameter to surrounding rock deformation; and optimizing the originally designed support parameters based on the sensitivity of each support parameter to surrounding rock deformation and the construction conditions. The present application addresses how to obtain more reasonable tunnel support parameters.

Description

Technical Field

[0001] The present application relates to the field of civil engineering technology, and in particular to a method and device for optimizing a tunnel support system. Background Art

[0002] With the rapid development of my country's economy, the scale of infrastructure construction has continued to increase. Tunnel Boring Machines (TBMs) have the advantages of fast and efficient construction, good tunnel forming, safety and environmental protection, making them increasingly widely used. However, this has led to gradually increasing requirements for support structures. Problems such as unreasonable support parameters leading to large surrounding rock deformation, untimely spraying and mixing, and anchor rods not being perpendicular to the rock surface have become increasingly prominent. Reasonable support parameters are the key to the safe construction of TBM tunnels. At present, the optimization of support parameters is basically single and unrelated, and there is no systematic method for optimizing reasonable support parameters for TBM tunnels. Summary of the Invention

[0003] The main purpose of this application is to provide a method and device for optimizing a tunnel support system, so as to solve the problem of how to obtain more reasonable tunnel support parameters.

[0004] In order to achieve the above objectives, according to a first aspect of the present application, a method for optimizing a tunnel support system is provided.

[0005] The optimization method of the tunnel support system according to the present application includes: establishing a three-dimensional calculation model of the tunnel according to model parameters, the model parameters including the originally designed support parameters, tunnel structure dimensions and tunnel stratum relationship; calculating the first surrounding rock deformation of the excavated section of the tunnel according to the three-dimensional calculation model, geological parameters, fault fracture zone occurrence and range, and construction sequence; verifying the reliability of the three-dimensional calculation model according to the second surrounding rock deformation of the excavated section of the tunnel and the first surrounding rock deformation, the second surrounding rock deformation being the actually monitored surrounding rock deformation; if the three-dimensional calculation model is reliable, calculating the surrounding rock deformation corresponding to different support parameters under different levels of surrounding rock based on the three-dimensional calculation model; analyzing the values ​​of different support parameters under different levels of surrounding rock and their corresponding surrounding rock deformation based on the grey sensitivity theory to determine the sensitivity of each support parameter to surrounding rock deformation; optimizing the originally designed support parameters based on the sensitivity of each support parameter to surrounding rock deformation and the construction conditions.

[0006] Optionally, verifying the reliability of the three-dimensional calculation model based on the second surrounding rock deformation and the first surrounding rock deformation of the excavated section of the tunnel includes: selecting a preset number of actually adjacent sections from the excavated section of the tunnel; selecting a preset number of sections corresponding to the preset number of sections within the axial range of the three-dimensional calculation model; monitoring the second surrounding rock deformation corresponding to the preset number of sections and the first force information of the corresponding support structure; calculating the first surrounding rock deformation corresponding to the preset number of sections and the second force information of the corresponding support structure based on the three-dimensional calculation model; comparing the relative error and deformation law of the first surrounding rock deformation and the second surrounding rock deformation, and comparing the relative error and force law of the first force information and the second force information; and verifying whether the three-dimensional calculation model is reliable based on the comparison result.

[0007] Optionally, the calculation of surrounding rock deformation corresponding to different support parameters under different levels of surrounding rock based on the three-dimensional calculation model includes: selecting sections of surrounding rock of different levels respectively; setting support parameter comparison groups for sections of surrounding rock of different levels; and calculating surrounding rock deformation based on the support parameter comparison groups.

[0008] Optionally, the values ​​of different support parameters under different levels of surrounding rock and their corresponding surrounding rock deformation are analyzed to determine the sensitivity of each support parameter to the surrounding rock deformation, including: normalizing the values ​​of different support parameters under different levels of surrounding rock and their corresponding surrounding rock deformation; performing grey correlation analysis on the normalized data to calculate the grey correlation coefficient corresponding to each support parameter; calculating the correlation between each support parameter and the surrounding rock deformation based on the grey correlation coefficient corresponding to each support parameter, and using the correlation as the sensitivity.

[0009] Optionally, the optimization of the first support parameter based on the sensitivity of each support parameter to the surrounding rock deformation and the construction conditions includes: selecting a preset number of types of support parameters as the support parameters that need to be optimized according to the order of sensitivity, the influence of each support parameter on the surrounding rock deformation and the actual construction conditions; and optimizing the corresponding support parameters that need to be optimized in the originally designed support parameters based on the construction conditions.

[0010] Optionally, the optimizing the support parameters that need to be optimized in the originally designed support parameters based on the construction situation includes: setting an optimization parameter comparison group for the support parameters that need to be optimized based on the actual construction situation; and optimizing the support parameters that need to be optimized based on the three-dimensional calculation model and the optimization parameter comparison group.

[0011] Optionally, the method further includes: if the three-dimensional calculation model is unreliable, performing parameter inversion based on monitoring data from an actual construction site to re-determine the model parameters and then verify the reliability of the model.

[0012] Optionally, establishing the three-dimensional computing model of the tunnel according to the model parameters includes: establishing the three-dimensional computing model of the tunnel according to the simulation computing software FLAC 3D and the model parameters.

[0013] In order to achieve the above-mentioned objectives, according to a second aspect of the present application, a device for optimizing a tunnel support system is provided.

[0014] The optimization device of the tunnel support system according to the present application includes: an establishment unit, which is used to establish a three-dimensional calculation model of the tunnel based on model parameters, wherein the model parameters include the originally designed support parameters, tunnel structure dimensions and tunnel stratum relationship; a first calculation unit, which is used to calculate the first surrounding rock deformation of the excavated section of the tunnel based on the three-dimensional calculation model, geological parameters, fault fracture zone occurrence and range, and construction steps; a verification unit, which is used to verify the reliability of the three-dimensional calculation model based on the second surrounding rock deformation of the excavated section of the tunnel and the first surrounding rock deformation, wherein the second surrounding rock deformation is the actually monitored surrounding rock deformation; a second calculation unit, which is used to calculate the surrounding rock deformation corresponding to different support parameters under different levels of surrounding rock based on the three-dimensional calculation model if the three-dimensional calculation model is reliable; an analysis unit, which is used to analyze the values ​​of different support parameters under different levels of surrounding rock and their corresponding surrounding rock deformations based on the gray sensitivity theory to determine the sensitivity of each support parameter to the surrounding rock deformation; and an optimization unit, which is used to optimize the originally designed support parameters based on the sensitivity of each support parameter to the surrounding rock deformation and the construction conditions.

[0015] Optionally, the verification unit includes: a first selection module for selecting a preset number of actual adjacent sections from the excavated section of the tunnel; a second selection module for selecting a preset number of sections corresponding to the preset number of sections within the axial range of the three-dimensional calculation model; a monitoring module for monitoring the second surrounding rock deformation corresponding to the preset number of sections and the first force information of the corresponding support structure; a first calculation module for calculating the first surrounding rock deformation corresponding to the preset number of sections and the second force information of the corresponding support structure based on the three-dimensional calculation model; a comparison module for comparing the relative error and deformation law of the first surrounding rock deformation and the second surrounding rock deformation, and comparing the relative error and force law of the first force information and the second force information; a verification module for verifying whether the three-dimensional calculation model is reliable based on the comparison result.

[0016] Optionally, the second calculation unit includes: a third selection module for selecting sections of surrounding rocks of different levels respectively; a setting module for setting support parameter comparison groups for sections of surrounding rocks of different levels; and a second calculation module for calculating the deformation of the surrounding rock based on the support parameter comparison group.

[0017] Optionally, the analysis unit includes: a normalization module, which is used to normalize the values ​​of different support parameters under different levels of surrounding rock and their corresponding surrounding rock deformation; an analysis module, which is used to perform grey correlation analysis on the normalized data and calculate the grey correlation coefficient corresponding to each support parameter; a third calculation module, which is used to calculate the correlation between each support parameter and the surrounding rock deformation based on the grey correlation coefficient corresponding to each support parameter, and use the correlation as sensitivity.

[0018] Optionally, the optimization unit includes: a fourth selection module, used to select a preset number of types of support parameters as support parameters that need to be optimized according to the order of sensitivity, the influence of each support parameter on surrounding rock deformation and the actual construction conditions; an optimization module, used to optimize the corresponding support parameters that need to be optimized in the original design support parameters based on the construction conditions.

[0019] Optionally, the optimization module is further used to: set an optimization parameter comparison group for the support parameters that need to be optimized based on actual construction conditions; and optimize the support parameters that need to be optimized based on the three-dimensional calculation model and the optimization parameter comparison group.

[0020] Optionally, the device further includes: an inversion unit, which is used to perform parameter inversion based on monitoring data from an actual construction site to re-determine model parameters and then verify the reliability of the model if the three-dimensional calculation model is unreliable.

[0021] Optionally, the establishing unit is further configured to establish a three-dimensional calculation model of the tunnel according to simulation calculation software FLAC 3D and model parameters.

[0022] In order to achieve the above-mentioned purpose, according to the third aspect of the present application, a computer-readable storage medium is provided, wherein the computer-readable storage medium stores computer instructions, and the computer instructions are used to enable the computer to execute the tunnel support system optimization method described in any one of the above-mentioned first aspects.

[0023] In order to achieve the above-mentioned purpose, according to the fourth aspect of the present application, an electronic device is provided, comprising: at least one processor; and a memory communicatively connected to the at least one processor; wherein the memory stores a computer program executable by the at least one processor, and the computer program is executed by the at least one processor so that the at least one processor executes the method for optimizing the tunnel support system described in any one of the above-mentioned first aspects.

[0024] In the optimization method and device of the tunnel support system of the embodiment of the present application, a three-dimensional calculation model of the tunnel is established according to the model parameters, wherein the model parameters include the support parameters of the original design, the tunnel structure size and the tunnel stratum relationship; then the first surrounding rock deformation of the tunnel excavated section is calculated based on the three-dimensional calculation model, geological parameters, the occurrence and range of the fault fracture zone, and the construction sequence; the reliability of the three-dimensional calculation model is verified based on the second surrounding rock deformation of the tunnel excavated section and the first surrounding rock deformation, and the second surrounding rock deformation is the actual monitored surrounding rock deformation; if the three-dimensional calculation model is reliable, the surrounding rock deformation corresponding to different support parameters under different levels of surrounding rock is calculated based on the three-dimensional calculation model; based on the gray sensitivity theory, the values ​​of different support parameters under different levels of surrounding rock and their corresponding surrounding rock deformation are analyzed to determine the sensitivity of each support parameter to surrounding rock deformation; based on the sensitivity of each support parameter to surrounding rock deformation and the construction conditions, the originally designed support parameters are optimized. It can be seen that the optimization method of the tunnel support system of the embodiment of the present application can optimize the tunnel support parameters based on the model numerical calculation combined with the on-site monitoring method, providing a systematic and effective tunnel support system optimization method. This method can meet the requirements of surrounding rock stability and structural safety, making support more reasonable and construction more efficient. BRIEF DESCRIPTION OF THE DRAWINGS

[0025] The drawings that constitute part of this application are used to provide a further understanding of this application and make other features, objects and advantages of this application more apparent. The illustrative embodiment drawings of this application and their descriptions are used to explain this application and do not constitute an improper limitation of this application. In the drawings:

[0026] Figure 1 This is a flow chart of a method for optimizing a tunnel support system according to an embodiment of the present application;

[0027] Figure 2 is a schematic diagram of a formation model provided according to an embodiment of the present application;

[0028] Figure 3 is a schematic diagram of an anchor rod model provided according to an embodiment of the present application;

[0029] Figure 4 This is a schematic diagram of an arch model provided according to an embodiment of the present application;

[0030] Figure 5 is a schematic diagram of an excavation model provided according to an embodiment of the present application;

[0031] Figure 6 is a schematic diagram of a selected cross section provided according to an embodiment of the present application;

[0032] Figure 7 is a curve diagram of relative errors between a first surrounding rock deformation and a second surrounding rock deformation provided according to an embodiment of the present application;

[0033] Figure 8 is a schematic diagram of the sensitivity of each support parameter to surrounding rock deformation provided in an embodiment of the present application;

[0034] Figure 9 is a schematic diagram of the influence weight of each support parameter on surrounding rock deformation provided in an embodiment of the present application;

[0035] Figure 10 This is a schematic diagram of the effect of different anchor rod lengths on vault settlement deformation provided in an embodiment of the present application;

[0036] Figure 11 Schematic diagram of the effect of different spray-mixing parameters on vault settlement deformation according to an embodiment of the present application;

[0037] Figure 12 This is a block diagram of a tunnel support system optimization device provided according to an embodiment of the present application;

[0038] Figure 13 It is a block diagram of the composition of another tunnel support system optimization device provided according to an embodiment of the present application. DETAILED DESCRIPTION

[0039] In order to enable those skilled in the art to better understand the present invention, the following will clearly and completely describe the technical solutions in the embodiments of the present invention in conjunction with the drawings in the embodiments of the present invention. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments in the present invention, all other embodiments obtained by ordinary technicians in this field without making creative efforts should fall within the scope of protection of this application.

[0040] It should be noted that the terms "first", "second", etc. in the specification and claims of the present application and the above-mentioned drawings are used to distinguish similar objects and are not necessarily used to describe a specific order or sequential order. It should be understood that the data used in this way can be interchanged where appropriate, so that the embodiments of the present application described here. In addition, the terms "including" and "having" and any of their variations are intended to cover non-exclusive inclusions. For example, a process, method, system, product or device that includes a series of steps or units is not necessarily limited to those steps or units clearly listed, but may include other steps or units that are not clearly listed or inherent to these processes, methods, products or devices.

[0041] It should be noted that, in the absence of conflict, the embodiments and features of the embodiments in this application can be combined with each other. The present application will be described in detail below with reference to the accompanying drawings and in combination with the embodiments.

[0042] According to an embodiment of the present application, a method for optimizing a tunnel support system is provided, such as Figure 1 As shown, the method includes the following steps S101-S106: S101. Establish a three-dimensional calculation model of the tunnel according to the model parameters, wherein the model parameters include the originally designed support parameters, tunnel structure dimensions and tunnel stratum relationship; S102. Calculate the first surrounding rock deformation of the excavated section of the tunnel according to the three-dimensional calculation model, geological parameters, fault fracture zone occurrence and range, and construction steps; S103. Verify the reliability of the three-dimensional calculation model according to the second surrounding rock deformation and the first surrounding rock deformation of the excavated section of the tunnel, where the second surrounding rock deformation is the actually monitored surrounding rock deformation; S104. If the three-dimensional calculation model is reliable, calculate the surrounding rock deformation corresponding to different support parameters under different levels of surrounding rock based on the three-dimensional calculation model; S105. Analyze the values ​​of different support parameters under different levels of surrounding rock and their corresponding surrounding rock deformation based on the grey sensitivity theory to determine the sensitivity of each support parameter to the surrounding rock deformation; S106. Optimize the originally designed support parameters based on the sensitivity of each support parameter to the surrounding rock deformation and the construction conditions.

[0043] In step S101, a three-dimensional computational model of the tunnel is established based on the model parameters. Specifically, the model parameters such as the originally designed support parameters (the support parameters used in the tunnel portion that has been excavated), the tunnel structure dimensions, and the tunnel stratum relationship are input into the three-dimensional simulation software to obtain a three-dimensional computational model corresponding to the current tunnel. Preferably, the three-dimensional simulation software used in the embodiment of the present application is FLAC3D (Fast Lagrangian Analysis of Continua). The three-dimensional computational model of the tunnel is a computational model that includes a fault fracture zone and a fault influence zone. The three-dimensional computational model is a model corresponding to the actual tunnel established based on the actual tunnel excavation situation. The three-dimensional computational model includes multiple models, specifically including a stratum model, a support model, an excavation model, etc. Specifically, the embodiment of the present application provides a schematic diagram of a stratum model, such as Figure 2 As shown; for the support model, the embodiment of the present application provides a schematic diagram of an anchor model and a schematic diagram of an arch model, as shown Figure 3 and Figure 4 As shown; For the excavation model, the embodiment of the present application provides a schematic diagram of an excavation model, such as Figure 5 As shown in the figure. In practical applications, the types of models included in a 3D calculation model are determined based on the actual construction situation and may include, for example, an advanced support model. Furthermore, it should be noted that when establishing a 3D calculation model, the model mesh must be encrypted. For special segments such as non-fault sections, mesh connections must be made using the ATTACH command in FLAC3D after mesh encryption.

[0044] After the 3D calculation model is established, tunnel excavation simulation is performed based on the 3D calculation model according to the actual excavation sequence. The first surrounding rock deformation of the excavated tunnel section is calculated based on the 3D calculation model, geological parameters, the occurrence and extent of the fault fracture zone, and the construction sequence. The first surrounding rock deformation corresponds to the deformation in the 3D calculation model. Comparing this deformation with the surrounding rock deformation of the corresponding excavated section during actual construction verifies the reliability of the 3D calculation model. The surrounding rock deformation of the corresponding excavated section during actual construction is recorded as the second surrounding rock deformation.

[0045] Verifying the reliability of the three-dimensional calculation model specifically includes: selecting a preset number of sections (preferably 10, which can be adaptively adjusted according to actual construction conditions) of actual adjacent sections from the excavated section of the tunnel; selecting a preset number of sections corresponding to the preset number of sections within the axial range of the three-dimensional calculation model; monitoring the second surrounding rock deformation corresponding to the preset number of sections and the first force information of the corresponding support structure; calculating the first surrounding rock deformation corresponding to the preset number of sections and the second force information of the corresponding support structure based on the three-dimensional calculation model; comparing the relative errors and deformation patterns of the first surrounding rock deformation and the second surrounding rock deformation, and comparing the relative errors and force patterns of the first force information and the second force information; and verifying the reliability of the three-dimensional calculation model based on the comparison results. Specifically, if the relative errors of the first surrounding rock deformation and the second surrounding rock deformation, and the relative errors of the first force information and the second force information are all within 10%, it can be preliminarily considered that the three-dimensional calculation model established above is reliable, and then further comparative analysis of the changing patterns of the first surrounding rock deformation and the second surrounding rock deformation, the first force information and the second force information is performed. Specifically, the comparison includes the trend, peak value, mutation point, special node and other information of deformation curve, deformation rate curve and support structure stress curve, and the consistency of the above information. If they are basically consistent, the reliability of the three-dimensional calculation model can be further verified. In addition, in order to intuitively illustrate the above verification, the embodiment of the application gives a specific example for illustration, such as Figure 6 As shown in the figure, it is a schematic diagram of 10 selected sections (cross sections). After calculation and actual monitoring, the first surrounding rock deformation and the second surrounding rock deformation are obtained, and the relative error of the first surrounding rock deformation and the second surrounding rock deformation is calculated, as shown in Figure 7 As shown, Figure 6 The relative error curve of the first and second surrounding rock deformation of the corresponding 10 sections (cross sections). Assuming that the relative error is within 10%, the three-dimensional calculation model can be considered reliable. Figure 7 As can be seen in the figure, the relative error corresponding to section 3 is significantly greater than 10%, indicating that the above-mentioned 3D calculation model is unreliable in this part. In this case, the 3D calculation model needs to be readjusted. The specific adjustment method is to perform parameter inversion based on the monitoring data of the actual construction site to re-determine the model parameters, further update the 3D calculation model, and then verify the reliability of the model according to the above method. This is done until the above-mentioned reliability conditions (relative error within 10% and basically consistent change pattern) are met.

[0046] After verifying that the three-dimensional calculation model established above is reliable, the surrounding rock deformation corresponding to different support parameters under different levels of surrounding rock is calculated based on the three-dimensional calculation model. Specifically: select sections of surrounding rock of different levels respectively; usually, sections of surrounding rock with poor geological conditions can be selected, such as sections of Class IIIB, IV, and V surrounding rock. For each type (level) of surrounding rock, at least one section is selected. After selecting the sections, set support parameter comparison groups for sections of surrounding rock of different levels; give specific examples to illustrate the method of setting comparison groups. Assuming that the support parameters include the number of anchor rods, anchor rod length, longitudinal spacing of anchor rods, arch spacing, sprayed concrete range, and timeliness of sprayed concrete, the settings of the corresponding support parameter comparison groups are shown in Tables 1 and 2.

[0047] Table 1 Anchor arch parameter setting table

[0048]

[0049] Table 2 Spray mixing parameter setting table

[0050]

[0051] After setting up the support parameter comparison groups, the surrounding rock deformation is calculated based on these comparison groups. Specifically, the corresponding surrounding rock deformation is calculated based on each set of support parameters (including the originally designed support parameters). The specific calculation method is to substitute each set of support parameters into the three-dimensional calculation model to obtain the corresponding surrounding rock deformation. It should be noted that the comparison groups for sections of different types (grades) of surrounding rock are set up according to the above example.

[0052] After calculating the surrounding rock deformation corresponding to different support parameters under different levels of surrounding rock, the values ​​of different support parameters under different levels of surrounding rock and their corresponding surrounding rock deformation are analyzed based on the gray sensitivity theory to determine the sensitivity of each support parameter to the surrounding rock deformation. The specific determination method includes: normalizing the values ​​of different support parameters under different levels of surrounding rock and their corresponding surrounding rock deformation; the embodiment of the present application provides a normalization method, which is to transform the value of the support parameter and its corresponding surrounding rock deformation into a decimal between (0, 1). Assuming that the support parameters include the circumferential spacing of anchor rods, the longitudinal spacing of anchor rods, the length of anchor rods, and the spacing of arch frames, the circumferential spacing of anchor rods, the longitudinal spacing of anchor rods, the length of anchor rods, the spacing of arch frames and the deformation of surrounding rock are transformed into a decimal between (0, 1). The corresponding formula is as follows:

[0053] M i =m i / (m1+m2+…+m n )×100%

[0054] Where M i is the normalized data; m i is the value of the support parameter and its corresponding surrounding rock deformation.

[0055] After normalization, the normalized data is subjected to grey correlation analysis to calculate the grey correlation coefficient corresponding to each support parameter. The specific grey correlation coefficient is calculated using the following formula:

[0056]

[0057] Where, ξ i is x i The correlation coefficient of x0 at point k; x0 is a data sequence that can reflect the behavior characteristics of the system, that is, the parent sequence, which represents the surrounding rock deformation sequence in the embodiment of the present application; i The data sequence composed of factors that affect the system behavior, that is, the subsequence, represents the sequence of various support parameters in the embodiment of the present application, which can be a sequence of anchor circumferential spacing, anchor longitudinal spacing, anchor length, arch spacing, etc. In the embodiment of the present application, ξ i represents the grey correlation coefficient of the i-th support parameter; k is the number of the data group (comparison group), that is, the amount of data; │x0(k)-x i (k)│ is the kth point x0 and x i The absolute difference is the x0 sequence and x i The absolute value of the minimum difference of the second order of the sequence at point k; is the x0 sequence and x i The absolute value of the maximum secondary difference of the sequence; ρ is the gray resolution coefficient, ranging from 0 to 1, generally 0.5.

[0058] The correlation between each support parameter and surrounding rock deformation is calculated based on the grey correlation coefficient corresponding to each support parameter. The specific formula is as follows:

[0059]

[0060] Where r i is x i The correlation with x0(k), that is, the correlation between each support parameter and surrounding rock deformation, that is, the sensitivity of each support parameter to surrounding rock deformation; n is the total number of comparison groups, 1≤k≤n.

[0061] After calculating the correlation between each support parameter and surrounding rock deformation, the influence weight of each support parameter on surrounding rock deformation is calculated based on the correlation between each support parameter and surrounding rock deformation. The specific formula is as follows:

[0062]

[0063] Where W i is the weight of each support parameter, and m is the number of support parameter types.

[0064] In addition, a schematic diagram of the sensitivity of each support parameter to the surrounding rock deformation and the influence weight of each support parameter on the surrounding rock deformation is provided for the embodiment of the present application, as shown in FIG. Figure 8 and Figure 9 As shown, Figure 8 and Figure 9 The types of support parameters include anchor length, anchor number, anchor longitudinal spacing, and arch spacing. Figure 8 It can be seen that the anchor length is most sensitive to the surrounding rock deformation. Figure 9 It can be seen that the anchor length has the greatest influence on the surrounding rock deformation.

[0065] After determining the sensitivity of each support parameter to the surrounding rock deformation, the originally designed support parameters are optimized based on the sensitivity of each support parameter to the surrounding rock deformation and the construction conditions. The specific optimization method includes selecting a preset number of types of support parameters as the support parameters that need to be optimized according to the order of sensitivity, the influence of each support parameter on the surrounding rock deformation and the actual construction conditions; wherein the influence of each support parameter on the surrounding rock deformation is determined by analyzing the surrounding rock deformation corresponding to different support parameters under different levels of surrounding rock calculated above. For example, the embodiment of the present application provides a schematic diagram of the influence of several support parameters on surrounding rock deformation, such as Figure 10 、 Figure 11 As shown. Among them, Figure 10 This is a schematic diagram of the effect of different anchor rod lengths on the arch settlement deformation. Figure 11 This is a schematic diagram of the effect of different spray-mix parameters on the vault settlement deformation. Figure 10 and Figure 11 The settlement of the arch is the actual manifestation of the surrounding rock deformation. The preset number and type are values ​​that can be adaptively adjusted according to the actual situation. After selecting the support parameters that need to be optimized, the corresponding support parameters that need to be optimized in the original design are optimized based on the construction situation. Assuming that the support parameter that needs to be optimized is the anchor rod length, the anchor rod length in the original design support parameters is adjusted. The specific adjustment method can be: based on the actual construction situation, an optimization parameter comparison group is set for the support parameters that need to be optimized; the specific method of setting the optimization parameter comparison group can refer to the examples in Table 1 and Table 2 above; then, based on the three-dimensional calculation model and the optimization parameter comparison group, the support parameters that need to be optimized are optimized. Specifically, all the support parameters corresponding to each comparison group are substituted into the three-dimensional calculation model, and the surrounding rock deformation corresponding to each comparison group is calculated. According to the surrounding rock deformation, the most suitable support parameters are selected and determined as the optimized support parameters.

[0066] Finally, it should be noted that the actual conditions of different construction projects vary, so a new three-dimensional calculation model must be rebuilt for each project to match the actual construction project. Furthermore, as the scope of application of the tunnel support system optimization method in the embodiments of this application expands, integrated analysis based on the optimization of support parameters for different projects can be performed, providing active guidance for the selection of TBM support structures in the future.

[0067] From the above description, it can be seen that in the optimization method of the tunnel support system of the embodiment of the present application, a three-dimensional calculation model of the tunnel is established according to the model parameters, wherein the model parameters include the support parameters of the original design, the tunnel structure size and the tunnel stratum relationship; then the three-dimensional calculation model, geological parameters, the occurrence and range of the fault fracture zone, and the construction sequence are used to calculate the first surrounding rock deformation of the excavated section of the tunnel; the reliability of the three-dimensional calculation model is verified according to the second surrounding rock deformation and the first surrounding rock deformation of the excavated section of the tunnel, and the second surrounding rock deformation is the actual monitored surrounding rock deformation; if the three-dimensional calculation model is reliable, the surrounding rock deformation corresponding to different support parameters under different levels of surrounding rock is calculated based on the three-dimensional calculation model; based on the gray sensitivity theory, the values ​​of different support parameters under different levels of surrounding rock and their corresponding surrounding rock deformation are analyzed to determine the sensitivity of each support parameter to the surrounding rock deformation; based on the sensitivity of each support parameter to the surrounding rock deformation and the construction conditions, the originally designed support parameters are optimized. As can be seen, the tunnel support system optimization method of the present embodiment can optimize tunnel support parameters based on model numerical calculations combined with on-site monitoring methods, providing a systematic and effective method for optimizing tunnel support systems. This method can achieve the requirements of surrounding rock stability and structural safety, making support more reasonable and construction more efficient.

[0068] It should be noted that the steps shown in the flowcharts of the accompanying drawings can be executed in a computer system such as a set of computer-executable instructions, and that, although a logical order is shown in the flowcharts, in some cases, the steps shown or described can be executed in an order different from that shown here.

[0069] According to an embodiment of the present application, there is also provided a method for implementing the above Figure 1-11 Method for optimizing a tunnel support system 200, such as Figure 12As shown, the device includes: an establishment unit 21 for establishing a three-dimensional calculation model of the tunnel according to model parameters, wherein the model parameters include the originally designed support parameters, tunnel structure dimensions, and tunnel stratum relationship; a first calculation unit 22 for calculating a first surrounding rock deformation of the excavated section of the tunnel according to the three-dimensional calculation model, geological parameters, the occurrence and range of the fault fracture zone, and the construction sequence; a verification unit 23 for verifying the reliability of the three-dimensional calculation model according to a second surrounding rock deformation of the excavated section of the tunnel and the first surrounding rock deformation, wherein the second surrounding rock deformation is the actually monitored surrounding rock deformation; a second calculation unit 24 for calculating, if the three-dimensional calculation model is reliable, surrounding rock deformation corresponding to different support parameters under different levels of surrounding rock based on the three-dimensional calculation model; an analysis unit 25 for analyzing the values ​​of different support parameters under different levels of surrounding rock and their corresponding surrounding rock deformations based on the grey sensitivity theory to determine the sensitivity of each support parameter to the surrounding rock deformation; and an optimization unit 26 for optimizing the originally designed support parameters based on the sensitivity of each support parameter to the surrounding rock deformation and the construction conditions.

[0070] Specifically, the specific process of each unit and module in the device of the embodiment of the present application to achieve its function can be found in the relevant description in the method embodiment, which will not be repeated here.

[0071] From the above description, it can be seen that in the optimization device of the tunnel support system of the embodiment of the present application, a three-dimensional calculation model of the tunnel is established according to the model parameters, wherein the model parameters include the support parameters of the original design, the tunnel structure size and the tunnel stratum relationship; then the three-dimensional calculation model, geological parameters, the occurrence and range of the fault fracture zone, and the construction sequence are used to calculate the first surrounding rock deformation of the excavated section of the tunnel; the reliability of the three-dimensional calculation model is verified according to the second surrounding rock deformation and the first surrounding rock deformation of the excavated section of the tunnel, and the second surrounding rock deformation is the actual monitored surrounding rock deformation; if the three-dimensional calculation model is reliable, the surrounding rock deformation corresponding to different support parameters under different levels of surrounding rock is calculated based on the three-dimensional calculation model; based on the gray sensitivity theory, the values ​​of different support parameters under different levels of surrounding rock and their corresponding surrounding rock deformation are analyzed to determine the sensitivity of each support parameter to the surrounding rock deformation; based on the sensitivity of each support parameter to the surrounding rock deformation and the construction conditions, the originally designed support parameters are optimized. As can be seen, the tunnel support system optimization method of the present embodiment can optimize tunnel support parameters based on model numerical calculations combined with on-site monitoring methods, providing a systematic and effective method for optimizing tunnel support systems. This method can achieve the requirements of surrounding rock stability and structural safety, making support more reasonable and construction more efficient.

[0072] Further, such as Figure 13As shown, the verification unit 23 includes: a first selection module 231, which is used to select a preset number of sections that are actually adjacent to each other from the excavated section of the tunnel; a second selection module 232, which is used to select a preset number of sections corresponding to the preset number of sections within the axial range of the three-dimensional calculation model; a monitoring module 233, which is used to monitor the second surrounding rock deformation corresponding to the preset number of sections and the first force information of the corresponding support structure; a first calculation module 234, which is used to calculate the first surrounding rock deformation corresponding to the preset number of sections and the second force information of the corresponding support structure based on the three-dimensional calculation model; a comparison module 235, which is used to compare the relative error and deformation law of the first surrounding rock deformation and the second surrounding rock deformation, and to compare the relative error and force law of the first force information and the second force information; a verification module 236, which is used to verify whether the three-dimensional calculation model is reliable based on the comparison result.

[0073] Further, such as Figure 13 As shown, the second calculation unit 24 includes: a third selection module 241, used to select sections of surrounding rocks of different levels respectively; a setting module 242, used to set support parameter comparison groups for sections of surrounding rocks of different levels; and a second calculation module 243, used to calculate the deformation of the surrounding rock based on the support parameter comparison group.

[0074] Further, such as Figure 13 As shown, the analysis unit 25 includes: a normalization module 251, which is used to normalize the values ​​of different support parameters under different levels of surrounding rock and their corresponding surrounding rock deformation; an analysis module 252, which is used to perform grey correlation analysis on the normalized data and calculate the grey correlation coefficient corresponding to each support parameter; a third calculation module 253, which is used to calculate the correlation between each support parameter and the surrounding rock deformation based on the grey correlation coefficient corresponding to each support parameter, and use the correlation as the sensitivity.

[0075] Further, such as Figure 13 As shown, the optimization unit 26 includes: a fourth selection module 261, which is used to select a preset number of types of support parameters as support parameters that need to be optimized according to the order of sensitivity, the influence of each support parameter on the deformation of the surrounding rock and the actual construction conditions; an optimization module 262, which is used to optimize the corresponding support parameters that need to be optimized in the original design support parameters based on the construction conditions.

[0076] Further, such as Figure 13 As shown, the optimization module 262 is further used to: set an optimization parameter comparison group for the support parameters that need to be optimized based on the actual construction situation; and optimize the support parameters that need to be optimized based on the three-dimensional calculation model and the optimization parameter comparison group.

[0077] Further, such as Figure 13 As shown, the device further includes: an inversion unit 27, which is used to perform parameter inversion based on monitoring data of the actual construction site to re-determine model parameters and then verify the reliability of the model if the three-dimensional calculation model is unreliable.

[0078] Furthermore, the establishing unit 21 is further configured to establish a three-dimensional calculation model of the tunnel according to the simulation calculation software FLAC 3D and model parameters.

[0079] Specifically, the specific process of each unit and module in the device of the embodiment of the present application to achieve its function can be found in the relevant description in the method embodiment, which will not be repeated here.

[0080] According to an embodiment of the present application, a computer-readable storage medium is further provided, characterized in that the computer-readable storage medium stores computer instructions, and the computer instructions are used to enable the computer to execute the optimization method of the tunnel support system in the above method embodiment.

[0081] According to an embodiment of the present application, an electronic device is also provided, comprising: at least one processor; and a memory communicatively connected to the at least one processor; wherein the memory stores a computer program executable by the at least one processor, and the computer program is executed by the at least one processor so that the at least one processor executes the method for optimizing the tunnel support system in the above-mentioned method embodiment.

[0082] Obviously, those skilled in the art should understand that the modules or steps of the present application described above can be implemented using a general-purpose computing device. They can be concentrated on a single computing device or distributed across a network consisting of multiple computing devices. Alternatively, they can be implemented using program code executable by a computing device, so that they can be stored in a storage device and executed by the computing device, or they can be fabricated into separate integrated circuit modules, or multiple modules or steps can be fabricated into a single integrated circuit module for implementation. Thus, the present application is not limited to any specific combination of hardware and software.

[0083] The above description is merely a preferred embodiment of the present application and is not intended to limit the present application. Various modifications and variations are possible for those skilled in the art. Any modifications, equivalent substitutions, or improvements made within the spirit and principles of the present application shall be included within the scope of protection of the present application.

Claims

1. A method for optimizing a tunnel support system, characterized in that: The tunnel support system is a tunnel support system of a hard rock tunnel boring machine, and the method includes: Establishing a three-dimensional computational model of the tunnel based on model parameters, including originally designed support parameters, tunnel structural dimensions, and tunnel-stratum relationships. The originally designed support parameters are those used in the excavated tunnel portion. Calculate the first surrounding rock deformation of the excavated section of the tunnel based on the three-dimensional calculation model, geological parameters, the occurrence and range of the fault fracture zone, and the construction sequence; verifying the reliability of the three-dimensional calculation model based on a second surrounding rock deformation of the excavated section of the tunnel and the first surrounding rock deformation, wherein the second surrounding rock deformation is the actually monitored surrounding rock deformation; If the three-dimensional calculation model is reliable, then the surrounding rock deformation corresponding to different support parameters under different levels of surrounding rock is calculated based on the three-dimensional calculation model; If the three-dimensional calculation model is unreliable, the model parameters are re-determined by performing parameter inversion based on the monitoring data of the actual construction site and then the reliability of the model is verified; Based on the grey sensitivity theory, the values ​​of different support parameters under different levels of surrounding rock and their corresponding surrounding rock deformation are analyzed to determine the sensitivity of each support parameter to surrounding rock deformation. Optimizing the originally designed support parameters based on the sensitivity of each support parameter to surrounding rock deformation and construction conditions; The method of verifying the reliability of the three-dimensional calculation model based on the second surrounding rock deformation and the first surrounding rock deformation of the excavated section of the tunnel includes: selecting a preset number of sections that are actually adjacent to each other from the excavated section of the tunnel; selecting a preset number of sections corresponding to the preset number of sections within the axial range of the three-dimensional calculation model; monitoring the second surrounding rock deformation corresponding to the preset number of sections and the first force information of the corresponding support structure; calculating the first surrounding rock deformation corresponding to the preset number of sections and the second force information of the corresponding support structure based on the three-dimensional calculation model; comparing the relative error and deformation law of the first surrounding rock deformation and the second surrounding rock deformation, and comparing the relative error and force law of the first force information and the second force information; verifying whether the three-dimensional calculation model is reliable based on the comparison results, including: comparing the trends, peak values, and special node information of the deformation curve, deformation rate curve, and support structure force curve, and comparing the consistency of the information to verify the reliability of the three-dimensional model.

2. The method for optimizing a tunnel support system according to claim 1, characterized in that: Calculating the surrounding rock deformation corresponding to different support parameters under different levels of surrounding rock based on the three-dimensional calculation model includes: Select sections of surrounding rock of different levels respectively; Set up support parameter comparison groups for sections of different levels of surrounding rock; The surrounding rock deformation is calculated based on the support parameter comparison group.

3. The method for optimizing a tunnel support system according to claim 1, characterized in that: The optimization of the first support parameter based on the sensitivity of each support parameter to surrounding rock deformation and the construction conditions includes: According to the order of sensitivity, the influence of each support parameter on surrounding rock deformation and the actual construction conditions, a preset number of support parameters are selected to determine the support parameters that need to be optimized; Based on the construction situation, the support parameters that need to be optimized in the original design are optimized.

4. The method for optimizing a tunnel support system according to claim 3, characterized in that: The optimizing of the support parameters that need to be optimized in the original design support parameters based on the construction situation includes: Based on the actual construction situation, set up an optimization parameter comparison group for the support parameters that need to be optimized; Optimizing the support parameters that need to be optimized based on the three-dimensional calculation model and the optimization parameter comparison group includes: Based on the actual construction conditions, an optimization parameter comparison group is set for the support parameters that need to be optimized. All support parameters corresponding to each comparison group are substituted into the three-dimensional calculation model, and the surrounding rock deformation corresponding to each comparison group is calculated. According to the surrounding rock deformation, the most appropriate support parameters are selected and determined as the optimized support parameters.

5. The method for optimizing a tunnel support system according to claim 4, characterized in that: The support parameters include the number of anchor rods, anchor rod length, anchor rod longitudinal spacing, and arch frame spacing. Setting support parameter comparison groups for sections of surrounding rock of different levels includes: changing the value of a certain support parameter in the originally designed support parameter group to obtain a variation group corresponding to the certain support parameter, setting two variation groups for the certain support parameter, and the two variation groups and the originally designed support parameter group constitute three comparison groups corresponding to the certain support parameter; obtaining three comparison groups corresponding to each support parameter corresponding to sections of surrounding rock of different levels in a manner of obtaining the three comparison groups corresponding to the certain support parameter; The calculating of surrounding rock deformation based on the support parameter comparison group includes: substituting each group of support parameters into the three-dimensional calculation model to obtain the corresponding surrounding rock deformation.

6. The method for optimizing a tunnel support system according to claim 1, characterized in that: Based on the grey sensitivity theory, the values ​​of different support parameters under different levels of surrounding rock and their corresponding surrounding rock deformation are analyzed to determine the sensitivity of each support parameter to surrounding rock deformation. The method includes normalizing the values ​​of the support parameters and their corresponding surrounding rock deformation; and calculating the grey correlation coefficient corresponding to each support parameter according to the following formula using the normalized data: Among them, ξ i is the grey correlation coefficient of the i-th support parameter; x0 is the surrounding rock deformation sequence, is the parent sequence, x i is the sequence of various support parameters, is the subsequence, k is the number of the control group, │x0(k)-x i The absolute value of the difference, ρ is the gray resolution coefficient; The correlation between each support parameter and surrounding rock deformation is calculated based on the grey correlation coefficient corresponding to each support parameter. The specific formula is as follows: Where r i is x i The correlation with x0(k), that is, the correlation between each support parameter and surrounding rock deformation, that is, the sensitivity of each support parameter to surrounding rock deformation; n is the total number of comparison groups, 1≤k≤n.

7. The method for optimizing a tunnel support system according to claim 1, characterized in that: The method is based on an integrated analysis of the optimization of support parameters of different projects, providing guidance for the selection of support structures for hard rock tunnel boring machines.

8. An optimization device for a tunnel support system, characterized in that: The tunnel support system is a tunnel support system of a hard rock tunnel boring machine, and the device includes: an establishing unit for establishing a three-dimensional calculation model of the tunnel according to model parameters, wherein the model parameters include originally designed support parameters, tunnel structure dimensions, and tunnel stratum relationships, wherein the originally designed support parameters are support parameters used in the excavated tunnel portion; a first calculation unit, configured to calculate a first surrounding rock deformation of the excavated section of the tunnel according to the three-dimensional calculation model, geological parameters, the occurrence and range of the fault fracture zone, and the construction sequence; a verification unit, configured to verify the reliability of the three-dimensional calculation model based on a second surrounding rock deformation of the excavated section of the tunnel and the first surrounding rock deformation, wherein the second surrounding rock deformation is an actually monitored surrounding rock deformation; If the three-dimensional calculation model is unreliable, the model parameters are re-determined by performing parameter inversion based on the monitoring data of the actual construction site and then the reliability of the model is verified; a second calculation unit, configured to calculate, based on the three-dimensional calculation model, surrounding rock deformation corresponding to different support parameters under different levels of surrounding rock, if the three-dimensional calculation model is reliable; The analysis unit is used to analyze the values ​​of different support parameters under different levels of surrounding rock and their corresponding surrounding rock deformation based on the grey sensitivity theory, and determine the sensitivity of each support parameter to the surrounding rock deformation; An optimization unit, configured to optimize the originally designed support parameters based on the sensitivity of each support parameter to surrounding rock deformation and construction conditions; The method of verifying the reliability of the three-dimensional calculation model based on the second surrounding rock deformation and the first surrounding rock deformation of the excavated section of the tunnel includes: selecting a preset number of sections that are actually adjacent to each other from the excavated section of the tunnel; selecting a preset number of sections corresponding to the preset number of sections within the axial range of the three-dimensional calculation model; monitoring the second surrounding rock deformation corresponding to the preset number of sections and the first force information of the corresponding support structure; calculating the first surrounding rock deformation corresponding to the preset number of sections and the second force information of the corresponding support structure based on the three-dimensional calculation model; comparing the relative error and deformation law of the first surrounding rock deformation and the second surrounding rock deformation, and comparing the relative error and force law of the first force information and the second force information; verifying whether the three-dimensional calculation model is reliable based on the comparison results, including: comparing the trends, peak values, and special node information of the deformation curve, deformation rate curve, and support structure force curve, and comparing the consistency of the information to verify the reliability of the three-dimensional model.

9. A computer-readable storage medium, characterized in that The computer-readable storage medium stores computer instructions, and the computer instructions are used to enable the computer to execute the tunnel support system optimization method according to any one of claims 1 to 7.

10. An electronic device, characterized in that: include: at least one processor; and a memory communicatively connected to the at least one processor; wherein the memory stores a computer program executable by the at least one processor, and the computer program is executed by the at least one processor so that the at least one processor executes the method for optimizing the tunnel support system according to any one of claims 1 to 7.

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