Calculation method, computer equipment and storage medium for critical thickness of rock block for tunnel crossing inclined discontinuous geological body under construction disturbance

Abstract

This invention discloses a method, computer equipment, and storage medium for calculating the critical thickness of the rock mass for preventing tunnel bursts when crossing inclined discontinuous geological bodies under construction disturbance. It acquires parameters of the tunnel, rock mass, and support structure, as well as information on the discontinuous geological bodies the tunnel will cross; quantifies the impact of stress release on the mechanical equilibrium of the rock mass for preventing bursts; and determines the stress release rate of the surrounding rock relative to the excavation distance. x The relationship; by constructing a numerical model, the distance from the tunnel face to the target section is obtained. S t The stress relief coefficient curve is used as the independent variable, and the fitting parameter values ​​are determined to obtain different excavation distances. x The stress release coefficient is determined; a thin-layer unit model of the discontinuous geological body is constructed, and the expressions for the vertical and horizontal stresses of the surrounding rock of the discontinuous geological body are obtained; the critical thickness of the anti-outburst rock block is calculated based on mechanical equilibrium. This enables dynamic quantification of construction disturbance effects, dynamically responding to changes in the spatial location of the discontinuous geological body, and improving adaptability to complex geological conditions and the accuracy of early warning for sudden water inrush disasters.

Description

Technical Field

[0001] This invention belongs to the field of tunnel geological safety technology, specifically relating to a method for calculating the critical thickness of the rock mass for preventing outbursts when a tunnel crosses a discontinuous geological body under construction disturbance, as well as computer equipment and storage medium. Background Technology

[0002] According to incomplete statistics, approximately 35% of engineering accidents during deep-buried tunnel construction in my country over the past decade were related to sudden water inrushes. Especially during the excavation of deep, long, and water-rich tunnels, tunnels often traverse fault fracture zones, mined-out areas, and weak interlayers—inclined, discontinuous geological bodies. These loose, fractured geological bodies often harbor high-pressure groundwater, posing a significant safety hazard. The thickness of the anti-outrush rock mass, acting as a natural barrier between the tunnel and the hazardous structure, is crucial in determining its ability to withstand sudden water inrushes. Therefore, accurately determining the critical thickness of the anti-outrush rock mass, based on the specific geological environment of the tunnel project and the dynamic stress changes during excavation, is of paramount importance for guiding safe on-site construction.

[0003] Currently, the theoretical methods for calculating the critical thickness of the tunnel rock face for preventing outbursts are mainly divided into the upper limit method of limit analysis and the limit equilibrium method. However, the derivation process of existing theoretical calculation methods is significantly simplified in describing the impact of construction disturbances, as they are all based on the static assumption of instantaneous and complete release of surrounding rock stress. In reality, as excavation progresses, due to the longitudinal support of the tunnel face, each advance only releases a portion of the stress. This phased release alters the actual load borne by the rock face and discontinuous geological bodies. Obviously, this simplification cannot accurately reflect the spatiotemporal evolution characteristics of stress release during tunnel excavation, and it has significant irrationality in both physical mechanisms and engineering applications.

[0004] In addition, model tests and numerical simulations have also been used to determine the critical thickness of the rock face for preventing rock bursts, but both suffer from similar problems. The assumptions in model tests often deviate from the actual mechanical response under dynamic construction loads, and the results of model tests need to be scaled up to the actual engineering dimensions using empirical methods. Therefore, this method cannot be effectively applied to complex geological conditions such as those containing discontinuous geological bodies. While numerical simulations are widely used, previous simulation processes have not considered the impact of stress release, and the manpower and time costs required for large-scale numerical simulations conflict with construction schedules, thus also having certain limitations.

[0005] In summary, the applicant believes that the existing methods for determining the critical thickness of the rock mass for preventing rock bursts have the following defects: (1) The theoretical calculation formula does not quantify the characteristics of the gradual release of stress caused by the longitudinal spatial effect of the tunnel face during tunnel excavation, and lacks a correction system for the theoretical formula; (2) The calculation cost and time of numerical simulation cannot meet the progress requirements of the construction site, and the tunnel face advance distance is not embedded as a variable in the constitutive equation, which causes the critical thickness prediction to deviate from the actual engineering situation; (3) The model test cannot truly restore the deterioration law of the rock mass under construction disturbance due to the scaling effect, and cannot simulate the stress path change caused by cyclic advance, which makes the results unable to effectively guide the on-site construction. Summary of the Invention

[0006] In view of this, the present invention provides a method, computer equipment and storage medium for calculating the critical thickness of the anti-outburst rock mass when tunnels cross discontinuous geological bodies under construction disturbance, so as to solve the problem that the calculation of the critical thickness of the anti-outburst rock mass is inaccurate due to neglecting the stress release in stages and not considering the construction disturbance factor in the prior art.

[0007] The technical solution is as follows: A method for calculating the critical thickness of the rock face for preventing tunnel bursts when traversing discontinuous geological bodies under construction disturbance, the key of which includes the following steps: S1, obtain parameters of the tunnel, rock mass, support structure, and information on the discontinuous geological bodies that the tunnel will traverse; S2, quantify the impact of stress release on the mechanical equilibrium of the rock mass for rock burst prevention, and determine the relationship between the stress release rate of the surrounding rock and the excavation distance. x Relationship; S3, by constructing a numerical model, the distance from the working face to the target cross-section is obtained. S t The stress relief coefficient curve is used as the independent variable, and the fitting parameter values ​​are determined to obtain different excavation distances. x Stress relief coefficient under the following conditions; S4. Based on the silo theory, a thin-layer unit model of discontinuous geological bodies is constructed, and stress is solved to obtain the expressions for the vertical and horizontal stresses of the surrounding rock of the discontinuous geological bodies. S5. Determine the force balance equation of the anti-outburst rock block based on the dip and dip angle of the discontinuous geological body, and calculate the critical thickness of the anti-outburst rock block based on the mechanical balance.

[0008] A computer device, the key feature of which is that it includes: Memory, which stores executable instructions; A processor that executes the executable instructions in the memory to implement the method for calculating the critical thickness of the anti-outburst rock block when tunnels cross discontinuous geological bodies under construction disturbance.

[0009] A computer-readable storage medium, the key feature of which is that the computer-readable storage medium stores a computer program, which, when executed by a processor, implements the method for calculating the critical thickness of the anti-outburst rock block when a tunnel crosses a discontinuous geological body under construction disturbance.

[0010] Compared with the prior art, the beneficial effects of the present invention are: (1) This invention establishes the relationship between displacement release rate and face advance distance. x The functional relationship innovatively incorporates the stress release process caused by excavation disturbance into the calculation of the critical thickness of the anti-outburst rock mass, realizing the dynamic quantification of the construction disturbance effect for the first time. This solves the problem of inaccurate load caused by neglecting the phased release of stress in traditional methods, and obtains an anti-outburst rock mass thickness calculation method that is more in line with engineering practice.

[0011] (2) The calculation method proposed in this invention takes into account the influence of the dip angle and dip direction of discontinuous geological bodies, and can dynamically respond to the spatial position changes of discontinuous geological bodies, which significantly improves the adaptability of the calculation method to complex geological conditions and the accuracy of early warning of sudden water inrush disasters.

[0012] (3) This invention is efficient, simple, and universally applicable. It only requires collecting relevant parameters of tunnel engineering and determining key parameters through a small number of numerical simulations to construct dynamic correction models for different tunneling sequences and geological conditions, thus avoiding the high cost of full-scale numerical simulation. It can also adjust the calculation parameters for different actual working conditions to obtain the critical thickness of the anti-outburst rock block adapted to the specific project, significantly improving calculation efficiency and engineering applicability. Attached Figure Description

[0013] Figure 1 This is a schematic flowchart of the method of the present invention; Figure 2 A mechanical model diagram of a water-rich tunnel passing through a silo in a discontinuous geological body. Figure 3 This is a stress release rate curve; Figure 4 This is a schematic diagram of a three-dimensional numerical model; Figure 5 This is a mechanical model diagram of the rock mass for preventing rock bursts in discontinuous geological structures with internal and external dips, as described in this invention. Detailed Implementation

[0014] The endpoints and any values ​​of the ranges disclosed herein are not limited to the precise ranges or values, and these ranges or values ​​should be understood to include values ​​close to these ranges or values. For numerical ranges, the endpoint values ​​of the various ranges, the endpoint values ​​of the various ranges and individual point values, and individual point values ​​can be combined with each other to obtain one or more new numerical ranges, which should be considered as specifically disclosed herein.

[0015] The terms “first”, “second”, etc. are used to distinguish similar objects, not to describe a specific order or sequence. It should be understood that such data can be interchanged where appropriate so that embodiments of this application can be implemented in orders other than those illustrated or described herein. The objects distinguished by “first”, “second”, etc. are usually of the same class and the number of objects is not limited. For example, the first object can be one or more.

[0016] Furthermore, the term "and / or" in the specification and claims is used to describe the relationship between related objects, indicating that three relationships can exist. For example, A and / or B can represent: A existing alone, A and B existing simultaneously, or B existing alone. The character " / " generally indicates that the preceding and following related objects have an "or" relationship.

[0017] In the description of this application, unless otherwise stated, "a plurality of" means two or more.

[0018] In the description of this specification, the references to terms such as "one embodiment," "some embodiments," "example," "specific example," or "some examples," etc., indicate that a specific feature, structure, material, or characteristic described in connection with that embodiment or example is included in at least one embodiment or example of this application. In this specification, the illustrative expressions of the above terms do not necessarily refer to the same embodiment or example. Furthermore, the specific features, structures, materials, or characteristics described may be combined in any suitable manner in one or more embodiments or examples. Moreover, without contradiction, those skilled in the art can combine and integrate the different embodiments or examples described in this specification, as well as the features of different embodiments or examples.

[0019] refer to Figures 1 to 5 This application provides a method for calculating the critical thickness of the rock block for preventing tunnel bursts when a tunnel crosses a discontinuous geological body under construction disturbance, which mainly includes the following steps: Step S1: Obtain parameters of the tunnel, rock mass, support structure, and information on the discontinuous geological bodies that the tunnel will traverse; Step S2: Quantify the impact of stress release on the mechanical equilibrium of the rock mass to prevent rock bursts, and determine the stress release rate of the surrounding rock and the excavation distance. x Relationship; Step S3: By constructing a numerical model, the distance from the working face to the target cross-section is obtained. S t The stress relief coefficient curve is used as the independent variable, and the fitting parameter values ​​are determined to obtain different excavation distances. x Stress relief coefficient under the following conditions; Step S4: Based on the silo theory, construct a thin-layer unit model of the discontinuous geological body and solve for the stress to obtain the expressions for the vertical and horizontal stresses of the surrounding rock of the discontinuous geological body. Step S5: Determine the force balance equation of the anti-outburst rock block based on the dip and dip angle of the discontinuous geological body, and calculate the critical thickness of the anti-outburst rock block based on the mechanical balance.

[0020] Specifically, step S2 includes the following: According to existing technology, displacement release rate and stress release rate are closely related in reflecting the essence of excavation disturbance. Based on the assumption that displacement release rate is approximately equivalent to stress release rate, this application proposes a general formula for calculating the release coefficient. (1) In the formula, C Release rate or release coefficient; n = x / D , x The distance from the excavation face to the target cross-section, in meters (m). D The tunnel diameter or equivalent diameter is in meters (m). C 0 represents the tunnel's final release rate or release coefficient (usually...). C 0=1); a , b These are the fitting parameters.

[0021] Furthermore, the above formula for calculating the release coefficient satisfies three conditions: when n As we approach -∞, C =0; when n When →+∞, C = C 0; when n = b / a hour, C = C 0 / 2.

[0022] If the target section is set at the interface between the anti-outburst rock block and the discontinuous geological body, then... x = S t Then the above equation (1) is transformed into: (2) make k = a / b Then the formula for calculating the release coefficient simplifies to: (3) In the formula, k The attenuation coefficient of the spatial effect at the working face is determined by numerical simulation fitting under typical working conditions.

[0023] Step S3 includes the following steps: Step S3.1: Establish a three-dimensional numerical model using the obtained parameters of the tunnel, rock mass, discontinuous geological body, and support structure; S3.2, using the actual excavation step distance as the advancing distance of the tunnel face for each step, the target cross-section is calculated. i Location: Distance from the working face to the target section S t LDP curve (distribution curve of radial displacement of tunnel along longitudinal profile) with overall displacement completion factor. S3.3, based on the equivalence principle of LDP curve and stress release rate curve, the spatial effect attenuation coefficient of the tunnel face is determined through the stress release rate curve. k value.

[0024] In step S4, to ensure the model closely matches reality, the model is constructed based primarily on the following four assumptions: First, the discontinuous geological body is simplified into a silo model; Second, the rock block is simplified into a rock plug model; the rock block is a homogeneous, continuous, isotropic elastic body, which conforms to the small deformation theory. Third, the forces exerted by discontinuous geological bodies on the critical working face are simplified to the effects of geostress and water pressure, with the water pressure being a spatially uniform hydrostatic pressure that acts vertically on the surface of the anti-outburst rock block, and water-rock chemical interactions are ignored. Fourth, the failure mode of the anti-outburst rock panel is shear failure along the tunnel axis.

[0025] Based on the above assumptions, a thin-layer unit model of discontinuous geological bodies is constructed, such as... Figure 2 As shown, the stress is solved: The self-weight of a discontinuous geological body element is: (4) In the formula, The density of discontinuous geological units is kN·m -3 ; B Width of the discontinuous geological body, in meters; L The length of the discontinuous geological body is in meters (m). d z The height of the infinitesimal element.

[0026] Water pressure Q for: (5) In the formula: β This is the water pressure reduction factor (which can generally be obtained by looking up a table or by engineering analogy); The specific weight of water, kN·m -3 ; z The depth of the tunnel is in meters (m).d The distance from the Earth's surface to the groundwater level is in meters (m).

[0027] Lateral frictional resistance is: (6) In the formula: μ The friction coefficient of discontinuous geological bodies. P h The stress is horizontal, in kN. θ The dip angle of the discontinuous geological body is expressed in °.

[0028] Projecting the forces acting on the infinitesimal element into the vertical direction, we obtain the equilibrium equations: (7) Known The lateral pressure coefficient is substituted into equation (7), and the vertical stress of the water-rich discontinuous geological body is obtained by solving and rearranging. P v and horizontal stress P h The expressions are as follows: (8) (9) In the formula, the lateral pressure coefficient is taken as... K =1.1(1-sin φ ), φ The friction angle within a discontinuous geological body is expressed in °.

[0029] The specific implementation method of step S5 is as follows: S5.1, based on the intersection of discontinuous geological bodies and the tunnel, the working conditions are divided into non-orthogonal and orthogonal cases. In the orthogonal case, the thickness of the rock mass between the tunnel axis and the discontinuous geological body is the thickness of the anti-outburst rock mass; in the non-orthogonal case, the rock mass thickness is denoted as... S' The thickness of the rock face for preventing rock bursts S for: (10) In the formula: α The angle between the tunnel axis and the horizontal surface of the discontinuous geological body is °.

[0030] S5.2, based on the dip angle of the discontinuous geological body relative to the tunnel, is divided into inward and outward dip conditions. Dip angle α The stress on the rock face varies depending on the location of the discontinuous geological body. When the dip angle of the discontinuous geological body is less than 90°, it is defined as an inward-dipping condition; when the dip angle is greater than 90°, it is defined as an outward-dipping condition. Figure 5 As shown.

[0031] S5.2.1 Calculate the critical thickness of the rock block for preventing outbursts under inward dipping conditions.

[0032] When the discontinuous geological body dips inward relative to the tunnel's rock face, the stress release rate of the discontinuous geological body increases due to the load disturbance caused by excavation. C The force increases as the tunnel face advances; therefore, the forces acting on the right side surface of the anti-outburst rock block at this time include: horizontal stress of the discontinuous geological body (1- C ) P h Groundwater pressure perpendicular to the surface of the rock face Q and the self-weight stress components of discontinuous geological bodies γ B cos θ Then the horizontal component F s Represented as: (11) Considering the dynamic attenuation of lateral stress caused by stress release due to tunnel excavation disturbance, the resistance of the rock-blocking rock mass... F H It can be represented as: (12) (13) (14) In the formula, The density of the rock mass is kN·m. -3 ; The friction angle within the rock mass is expressed in °. D The diameter or equivalent diameter of the tunnel is in meters (m).

[0033] Based on the principle of limit equilibrium, the mechanical limit equilibrium conditions for the failure of the rock-blocking structure under this model can be obtained. F S = F H The thickness of the rock mass when water inrush occurs in the tunnel under the inward-dipping condition can then be calculated. S' (i.e., the included angle was not considered) α The critical thickness is: (15) according to The expression for the critical thickness of the rock face for preventing rock bursts is: (16) S5.2.2, Calculate the critical thickness of the rock block for preventing outbursts under outward dipping conditions. When discontinuous geological bodies dip outward relative to the tunnel, the influence of their self-weight is reduced, but they are still affected by the spatial effects of the excavation face. At this point, the horizontal component... F S for: (17) Anti-rock dam resistance F H Similar to the inward-dipping condition (see equation (14)), the critical thickness of the tunnel rock mass for outward-dipping conditions can be obtained by rearranging the equations. S The expression is: (18) Furthermore, because blasting excavation has a certain impact on the rock mass, this application considers the weakening effect of blasting excavation on the rock mass strength when determining the final critical thickness of the anti-outburst rock block, and determines the blasting-affected thickness based on the blasting parameters. Sc Typically, this is taken as 1.5~2.0 m, and the final critical thickness of the anti-outburst rock block is equal to the thickness affected by the blasting. Sc The sum of the critical thickness of the anti-outburst rock panel calculated in step S5, i.e., the final critical thickness of the anti-outburst rock panel, is equal to... S + S c .

[0034] Furthermore, since the calculation process in this application primarily utilizes a computer, this application also provides a computer device comprising a memory and a processor. The memory stores executable instructions, and the processor executes the executable instructions in the memory to implement the aforementioned method for calculating the critical thickness of the anti-outburst rock mass for tunnels crossing discontinuous geological bodies under construction disturbance. Specifically, this method mainly implements the calculation process of the aforementioned model and outputs the results. Through the collaborative implementation of hardware and software, the aforementioned method is transformed into an executable computer program with efficient data processing capabilities, meeting engineering application needs and enhancing the convenience and practicality of the technology application.

[0035] In another aspect, this application provides a computer-readable storage medium storing a computer program that, when executed by a processor, implements the above-mentioned method for calculating the critical thickness of the anti-outburst rock block when tunnels cross discontinuous geological bodies under construction disturbance, thereby achieving standardized storage and dissemination of the method and facilitating deployment and application on different computer devices.

[0036] refer to Figures 1 to 5 The method of this application was applied to a tunnel project. A water-rich fault fracture zone through which the tunnel passes was selected for calculation to verify the feasibility and accuracy of the invention. The calculation parameters obtained from geological survey data and design documents are shown in Tables 1 and 2.

[0037] Table 1 Fault Calculation Parameters ; Table 2 Calculation parameters of surrounding rock at faults ; Establish a three-dimensional geological model based on geological data (such as...) Figure 2 As shown in the figure, a "bare tunnel" model without support structure is excavated. The face advance distance is calculated based on the actual excavation step distance to obtain the distance from the face to the target section at the target monitoring section. S t The relationship curve with stress relief coefficient (e.g.) Figure 3 In the picture x = S t The coefficients in equation (3) are obtained by fitting the curve. k The critical thickness of the rock block for preventing rock bursts under this working condition can be obtained by combining equation (16).

[0038] Table 3 shows the application results of this invention in actual tunnels, based on equation (16) and the thickness affected by blasting. Sc The calculated critical thickness of the rock face for preventing water inrush was 5.88m. Actual engineering data shows that a large-scale water inrush disaster occurred when the tunnel face was 5.5 meters away from fault F1 during excavation. The calculation result obtained by this invention is very close to the actual location of the water inrush. If the method proposed in this invention is used for calculation, and relevant reinforcement measures are taken in a timely manner at a distance of 5.88m from the fault, water inrush disasters can be effectively prevented. This calculation result demonstrates that the calculation method proposed in this invention has good applicability and accuracy.

[0039] Table 3 Calculation results of the application of this invention in a tunnel ; Finally, it should be noted that the above description is merely a preferred embodiment of the present invention. Those skilled in the art, under the guidance of the present invention, can make various similar representations without departing from the spirit and claims of the present invention, and such modifications all fall within the protection scope of the present invention.

Claims

1. A method for calculating the critical thickness of the rock face for preventing tunnel bursts when crossing an inclined discontinuous geological body under construction disturbance, characterized in that... Includes the following steps: S1, obtain parameters of the tunnel, rock mass, support structure, and information on the discontinuous geological bodies that the tunnel will traverse; S2, quantify the impact of stress release on the mechanical equilibrium of the rock mass for rock burst prevention, and determine the relationship between the stress release rate of the surrounding rock and the excavation distance. x Relationship; S3, by constructing a numerical model, the distance from the working face to the target cross-section is obtained. S t The stress relief coefficient curve is used as the independent variable, and the fitting parameter values ​​are determined to obtain different excavation distances. x Stress relief coefficient under the following conditions; S4. Based on the silo theory, a thin-layer unit model of discontinuous geological bodies is constructed, and stress is solved to obtain the expressions for the vertical and horizontal stresses of the surrounding rock of the discontinuous geological bodies. S5. Determine the force balance equation of the anti-outburst rock block based on the dip and dip angle of the discontinuous geological body, and calculate the critical thickness of the anti-outburst rock block based on the mechanical balance.

2. The method according to claim 1, characterized in that, Step S2 includes the following steps: S2.1, based on the assumption that the displacement release rate is approximately equivalent to the stress release rate, proposes a general formula for calculating the release coefficient. ； In the formula, C The release coefficient; n = x / D , x The distance from the excavation face to the target cross-section, in meters (m). D The tunnel diameter or equivalent diameter is in meters (m). C 0 represents the final release rate or release coefficient of the tunnel; a , b These are the fitting parameters; Furthermore, the formula for calculating the release coefficient satisfies three conditions: when n As we approach -∞, C =0; when n When →+∞, C = C 0; when n = b / a hour, C = C 0 / 2; S2.2, if the target section is set at the interface between the anti-outburst rock block and the discontinuous geological body, then at this time... x = S t Then the above expression becomes: ； make k = a / b Then the formula for calculating the release coefficient simplifies to: ； In the formula, k The attenuation coefficient of the spatial effect at the working face is determined by numerical simulation fitting under typical working conditions.

3. The method according to claim 2, characterized in that, Step S3 includes the following steps: S3.1, a three-dimensional numerical model is established using the obtained parameters of the tunnel, rock mass, discontinuous geological body, and support structure; S3.2, using the actual excavation step distance as the advancing distance of the tunnel face for each step, the target cross-section is calculated. i Location: Distance from the working face to the target section S t LDP curve with respect to the overall displacement completion factor; S3.3, based on the equivalence principle of LDP curve and stress release rate curve, the spatial effect attenuation coefficient of the tunnel face is determined through the stress release rate curve. k value.

4. The method according to claim 3, characterized in that, The model is constructed in step S4 based on the following assumptions: The discontinuous geological body is simplified into a silo model; The rock block is simplified into a rock plug model; the rock block is a homogeneous, continuous, isotropic elastic body, which conforms to the small deformation theory. The forces exerted by discontinuous geological bodies on the critical working face are simplified to the effects of geostress and water pressure, with the water pressure being a spatially uniform hydrostatic pressure that acts vertically on the surface of the rock block to prevent outbursts, and water-rock chemical interactions are ignored. The failure mode of the rock-blocking panel is shear failure along the tunnel axis. Vertical stress of the discontinuous geological body P v The calculation expression is: ； The horizontal stress in the surrounding rock of the discontinuous geological body P h The calculation expression is: ； In the formula, The density of discontinuous geological units is kN·m -3 ; B Width of the discontinuous geological body, in meters; L The length of the discontinuous geological body is in meters (m). μ The friction coefficient of discontinuous geological bodies. P h For horizontal stress, θ The dip angle of the discontinuous geological body, in °; β This is the water pressure reduction factor; The specific weight of water, kN·m -3 ; z The depth of the tunnel is in meters (m). d The distance from the Earth's surface to the groundwater level, in meters (m). K The lateral pressure coefficient, .

5. The method according to claim 4, characterized in that: In step S5, when calculating the critical thickness of the anti-outburst rock block, the intersection of the discontinuous geological body and the tunnel is divided into non-orthogonal and orthogonal working conditions. The non-orthogonal working condition is further divided into inward dipping and outward dipping working conditions. Under the premise of considering the excavation disturbance load, the corresponding calculation expressions are given according to different working conditions.

6. The method according to any one of claims 1 to 5, characterized in that: This method considers the impact of blasting excavation on the weakening of rock mass when determining the final critical thickness of the rock mass to prevent rock bursts. The thickness affected by blasting is determined based on the blasting parameters. Sc Ultimately, the critical thickness of the anti-outburst rock block is equal to the thickness affected by the blasting. Sc The sum of the critical thickness of the anti-outburst rock block calculated in step S5.

7. A computer device, characterized in that, include: Memory, which stores executable instructions; A processor that executes the executable instructions in the memory to implement the method for calculating the critical thickness of the anti-outburst rock block when tunnels cross discontinuous geological bodies under construction disturbance as described in any one of claims 1 to 6.

8. A computer-readable storage medium, characterized in that, The computer-readable storage medium stores a computer program that, when executed by a processor, implements the method for calculating the critical thickness of the anti-outburst rock block for tunnels crossing discontinuous geological bodies under construction disturbance as described in any one of claims 1 to 6.

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