Hard rock tunnel rockburst pit prediction method and system

Abstract

The invention provides a hard rock tunnel rockburst pit prediction method and system, and the method comprises the following steps: obtaining a mapping relation between a real plane and an image plane, and mapping an original section as an image plane surrounding rock coordinate; acquiring a real load of the original section so as to acquire a first final analytic function and a second final analytic function of the image plane surrounding rock coordinate, and further acquiring a stress component of the image plane surrounding rock coordinate; and obtaining the maximum principal stress and the ultimate strength of any point in the original section based on the stress component so as to obtain a damage contour line, and judging the depth and the range of the explosion pit based on the damage contour line. The stress component is obtained based on the real load, the surrounding rock stress state adjusted due to stress under any section shape can be mastered, and the prediction precision is improved; on the basis of a rockburst mechanism, an H-B strength criterion is used as a damage threshold value of hard rocks, influences of the strength, the structural plane, excavation disturbance and the like of the rocks are considered, empirical dependence of indexes is avoided, and the method is adaptive to actual surrounding rock conditions and has applicability.

Description

Technical Field

[0001] The present invention relates to the field of data processing technology, and in particular to a method and system for predicting rockburst craters in hard rock tunnels. Background Art

[0002] During deep tunnel excavation, rock burst, as a serious geological disaster, is often accompanied by strong seismic waves and large-scale rock splashing, which not only causes equipment damage and casualties, but may also affect the construction progress, seriously threatening the safety of tunnel construction.

[0003] Accurately predicting the depth and range of rockburst craters not only helps determine the rockburst level, but also serves as an important basis for formulating prevention and control measures in advance. This is of great significance for reducing accidents and ensuring construction safety.

[0004] Most existing rockburst crater prediction methods rely on rockburst evaluation indicators. These use the initial stress of the formation as a constant stress factor in the evaluation index, and then combine it with other evaluation indicators to predict the range and depth of the rockburst. However, using the initial in-situ stress as a fixed input ignores the stress adjustment and dynamic changes of the surrounding rock after excavation, resulting in a large deviation between the predicted results and the actual situation. Furthermore, the selection of the evaluation indicator and the determination of the rockburst critical value rely on statistical field rockburst data from specific cases, which is highly empirical and not widely applicable to different lithologies or complex geological conditions. Summary of the Invention

[0005] In response to the shortcomings of the existing technology, the purpose of the present invention is to provide a method and system for predicting rockburst craters in hard rock tunnels, aiming to solve the technical problems in the existing technology of predicting rockburst craters by selecting rockburst evaluation indicators including initial ground stress. The initial ground stress is used as a constant stress factor, resulting in a large deviation between the prediction results and the actual situation. In addition, the selection of evaluation indicators is highly empirical and cannot adapt to different geological conditions, further affecting the prediction results.

[0006] To achieve the above objectives, in a first aspect, an embodiment of the present application provides a method for predicting rockburst craters in hard rock tunnels, comprising the following steps: Acquiring a mapping relationship between a real plane and an image plane to map an original cross-section of the hard rock tunnel in the real plane to image plane surrounding rock coordinates in the image plane; Acquire the true load of the original section, and acquire the first-stage analytical function and the second-stage analytical function of the surrounding rock coordinates of the image plane based on the true load; Obtaining a first final analytical function and a second final analytical function through the first stage analytical function and the second stage analytical function, and obtaining stress components of the surrounding rock coordinates of the image plane based on the first final analytical function and the second final analytical function, wherein the stress components include radial stress, hoop stress, and tangential stress; The maximum principal stress and ultimate strength of any point in the original cross section are obtained based on the stress components, a failure contour line is obtained through the maximum principal stress and the ultimate strength, and the depth and range of the explosion crater are determined based on the failure contour line.

[0007] Furthermore, the expression of the mapping relationship is: , in, Indicates the mapping relationship, represents the i-th point in the original section, represents the coordinates of the i-th point of the original section in the image plane surrounding rock coordinates, represents the kth real number parameter, represents the total number of real number parameters, represents a constant real number parameter, ,in, Indicates the radius of the point where the polar coordinate angle of the original section is 0.

[0008] Furthermore, the real load includes a transverse load and a longitudinal load, and the step of obtaining the first-stage analytical function and the second-stage analytical function of the image plane surrounding rock coordinates based on the real load includes: Obtaining a first analytical parameter and a second analytical parameter through the transverse load and the longitudinal load; Acquire a first initial analytical function corresponding to the coordinates of the surrounding rock mass on the image plane, and acquire a second initial analytical function through the first analytical parameter, the second analytical parameter, the first initial analytical function, and the mapping relationship; A first-stage parsing function is obtained through the first parsing parameter, the mapping relationship, and the first initial parsing function, and a second-stage parsing function is obtained through the second parsing parameter, the mapping relationship, and the second initial parsing function.

[0009] Furthermore, the formula for obtaining the first parsing parameter is: , in, Represents the first parsing parameter, represents the lateral load, Indicates longitudinal load; The formula for obtaining the second parsing parameter is: , in, Indicates the second parsing parameter; The formula for obtaining the first initial analytical function is: , in, represents the first initial analytical function, represents the dth first constant, represents the total number of terms of the first constant, represents the coordinates of the surrounding rock in the image plane; The formula for obtaining the second initial analytical function is: , in, represents the second initial analytical function, Indicates the conjugate transformation of the image plane surrounding rock coordinates as the reciprocal in the mapping relationship, represents the derivation of the mapping relationship, The derivative of the first initial analytic function, represents the e-th second constant, represents the total number of terms of the second constant, represents a constant real number parameter; The formula for obtaining the analytical function in the first stage is: , in, represents the first final analytical function, Indicates a mapping relationship; The formula for obtaining the second-stage analytical function is: , in, Represents the second-stage parsing function.

[0010] Furthermore, the formula for obtaining the first final analytical function is: , in, represents the first final analytical function, represents the derivative of the first stage function, Represents the derivation of the mapping relationship; The formula for obtaining the second final analytical function is: , in, represents the second final analytical function, represents the derivation of the second stage analytical function; The formula for obtaining the stress component is: , in, represents the radial stress, represents the hoop stress, represents the tangential stress, represents a complex parameter, represents the coordinates of the surrounding rock in the image plane, represents the polar coordinate radius of the image plane surrounding rock coordinates, Represents the conjugate transformation of the derivative of the mapping relationship, Represents the conjugate transformation of the mapping relationship, represents the derivative of the first final analytic function, represents the derivation of the mapping relationship, It means taking a real number from a complex number.

[0011] Furthermore, the step of obtaining the maximum principal stress and ultimate strength at any point in the original cross section based on the stress components includes: Obtain the maximum principal stress and the minimum principal stress at any point in the original cross section through the stress components; Obtaining material parameters, geological strength parameters, and disturbance factors corresponding to the hard rock tunnel, and obtaining quality parameters corresponding to the hard rock tunnel based on the material parameters, the geological strength parameters, and the disturbance factors; The uniaxial compressive strength parameter, structural surface parameter and influencing parameter corresponding to the hard rock tunnel are obtained, and the ultimate strength is obtained through the minimum principal stress, the mass parameter, the uniaxial compressive strength parameter, the structural surface parameter and the influencing parameter.

[0012] Furthermore, the formula for obtaining the maximum principal stress is: , in, represents the maximum principal stress, represents the hoop stress, represents the radial stress, represents the tangential stress; The formula for obtaining the minimum principal stress is: , in, represents the minimum principal stress; The formula for obtaining the quality parameters is: , in, represents the quality parameter, represents the material parameters, represents the geological strength parameter, represents the disturbance factor, represents the exponential function with base e; The formula for obtaining the ultimate strength is: , in, Indicates the ultimate strength, represents the uniaxial compressive strength parameter, represents the influencing parameter, Represents structural surface parameters.

[0013] Furthermore, the step of obtaining a failure contour line through the maximum principal stress and the ultimate strength includes: Comparing the maximum principal stress with the ultimate strength, and selecting a point where the maximum principal stress is equal to the ultimate strength as a boundary point; A plurality of the boundary points are combined into the failure contour line.

[0014] Furthermore, the step of determining the depth and range of the explosion crater based on the damage contour line includes: The boundary point farthest from the original section is selected as a reference point, and the vertical distance between the reference point and the original section is selected as the depth of the blasting pit; A first intersection point and a second intersection point between the damage contour line and the original cross section are obtained, and in the original cross section, an area between the first intersection point and the second intersection point is selected as the range of the explosion crater.

[0015] In a second aspect, an embodiment of the present application provides a hard rock tunnel rockburst crater prediction system, which is applied to the hard rock tunnel rockburst crater prediction method described in the first aspect above, and the system includes: a conversion module, configured to obtain a mapping relationship between a real plane and an image plane, so as to map the original cross section of the hard rock tunnel in the real plane to image plane surrounding rock coordinates in the image plane; A first analysis module is configured to obtain a true load of the original cross section, and obtain a first-stage analytical function and a second-stage analytical function of the surrounding rock coordinates of the image plane based on the true load; a second analysis module, configured to obtain a first final analytical function and a second final analytical function through the first-stage analytical function and the second-stage analytical function, and obtain stress components of the surrounding rock coordinates of the image plane based on the first final analytical function and the second final analytical function, wherein the stress components include radial stress, hoop stress, and tangential stress; An identification module is used to obtain the maximum principal stress and ultimate strength of any point in the original cross-section based on the stress components, obtain a failure contour line through the maximum principal stress and the ultimate strength, and determine the depth and range of the explosion pit based on the failure contour line.

[0016] In a third aspect, an embodiment of the present application provides a computer comprising a memory, a processor, and a computer program stored on the memory and executable on the processor. When the processor executes the computer program, the hard rock tunnel rockburst crater prediction method as described in the first aspect above is implemented.

[0017] In a fourth aspect, an embodiment of the present application provides a storage medium having a computer program stored thereon, which, when executed by a processor, implements the hard rock tunnel rockburst crater prediction method as described in the first aspect above.

[0018] Compared with the prior art, the beneficial effects of the present invention are as follows: by mapping the original section to the image plane, and then obtaining the stress component based on the real load, based on the mapping relationship between the image plane and the real plane, the stress component can be corresponded to the original section, that is, the stress state of the surrounding rock due to stress adjustment under complex arbitrary section shapes can be grasped, thereby significantly improving the prediction accuracy; based on the rock burst mechanism, the HB strength criterion is used as the destruction threshold of hard rock, that is, the ultimate strength is obtained, which takes into account the influence of the strength of the rock itself, structural surface, excavation disturbance, etc., avoids the empirical dependence of the judgment index and critical value, is suitable for jointed rock masses with different degrees of structural development, is more adapted to the actual surrounding rock conditions, and has higher applicability. BRIEF DESCRIPTION OF THE DRAWINGS

[0019] Figure 1 Flow chart of the method for predicting rockburst craters in hard rock tunnels according to the first embodiment of the present invention; Figure 2 Schematic diagram of prediction of the range and size of a blast pit in a hard rock tunnel rockburst blast pit prediction method according to the first embodiment of the present invention; Figure 3 The tunnel surrounding rock stress distribution diagram of a certain R2 tunnel in the hard rock tunnel rockburst crater prediction method in the first embodiment of the present invention; Figure 4 This is a failure range diagram of a certain R2 tunnel in the hard rock tunnel rockburst crater prediction method in the first embodiment of the present invention; Figure 5 This is a diagram showing changes in the destruction contour of a certain R2 tunnel in the hard rock tunnel rockburst crater prediction method according to the first embodiment of the present invention; Figure 6 This is a structural block diagram of a hard rock tunnel rockburst crater prediction system according to a second embodiment of the present invention; The following specific embodiments will further illustrate the present invention in conjunction with the above-mentioned drawings. DETAILED DESCRIPTION

[0020] To facilitate understanding of the present invention, the present invention will be described more fully below with reference to the accompanying drawings. The drawings illustrate several embodiments of the present invention. However, the present invention may be implemented in many different forms and is not limited to the embodiments described herein. Rather, these embodiments are provided to provide a more thorough and comprehensive understanding of the present invention.

[0021] It should be noted that when an element is referred to as being "fixed to" another element, it may be directly on the other element or there may be an intermediate element. When an element is referred to as being "connected to" another element, it may be directly connected to the other element or there may be an intermediate element. The terms "vertical," "horizontal," "left," "right," and similar expressions used herein are for illustrative purposes only.

[0022] Unless otherwise defined, all technical and scientific terms used herein have the same meaning as commonly understood by one skilled in the art to which this invention pertains. The terms used in this specification of the present invention are for the purpose of describing specific embodiments only and are not intended to limit the present invention. The term "and / or" as used herein includes any and all combinations of one or more of the associated listed items.

[0023] See also Figure 1 The first embodiment of the present invention provides a method for predicting rockburst craters in hard rock tunnels, comprising the following steps: S10: Acquire a mapping relationship between a real plane and an image plane, so as to map the original cross section of the hard rock tunnel in the real plane to image plane surrounding rock coordinates in the image plane; The expression of the mapping relationship is: , in, Indicates the mapping relationship, represents the i-th point in the original section, represents the coordinates of the i-th point of the original section in the image plane surrounding rock coordinates, represents the kth real number parameter, represents the total number of real number parameters, represents a constant real number parameter, ,in, Indicates the radius of the point where the polar coordinate angle of the original section is 0.

[0024] It should be noted that the total number of real number parameters is When it is infinite, a complete mapping between the original cross section and the image plane surrounding rock coordinates can be achieved, but when it is a finite term, the prediction accuracy requirement can still be met. In this embodiment, The size of is determined by a genetic algorithm. Specifically, several points are uniformly sampled from the original cross section, and the difference between the true radius and the calculated radius of each point is calculated. The square of the difference in radius of all points is used as the fitness function in the genetic algorithm to determine The value of .

[0025] S20: Acquire the true load of the original section, and acquire the first-stage analytical function and the second-stage analytical function of the surrounding rock coordinates of the image plane based on the true load; The real load includes a lateral load and a longitudinal load.

[0026] The step S20 includes: S210: Obtaining a first analytical parameter and a second analytical parameter according to the transverse load and the longitudinal load; The formula for obtaining the first analytical parameter is: , in, Represents the first parsing parameter, represents the lateral load, Indicates longitudinal load; The formula for obtaining the second parsing parameter is: , in, Indicates the second parsing parameter.

[0027] S220: Acquire a first initial analytical function corresponding to the coordinates of the surrounding rock mass on the image plane, and acquire a second initial analytical function through the first analytical parameter, the second analytical parameter, the first initial analytical function, and the mapping relationship; The formula for obtaining the first initial analytical function is: , in, represents the first initial analytical function, represents the dth first constant, represents the total number of terms of the first constant, represents the coordinates of the surrounding rock in the image plane; The formula for obtaining the second initial analytical function is: , in, represents the second initial analytical function, Indicates the conjugate transformation of the image plane surrounding rock coordinates as the reciprocal in the mapping relationship, represents the derivation of the mapping relationship, The derivative of the first initial analytic function, represents the e-th second constant, represents the total number of terms of the second constant, represents a constant real number parameter. It should be noted that in this step With the step S10 is the same real number parameter, the only difference is that the value of k=0 is discarded. and the second initial analytical function The total number of terms can be obtained by combining the stress boundary conditions, constructing an equation and comparing it with the power term coefficient to determine the specific value. This will not be repeated here.

[0028] S230: Acquire a first-stage analytical function through the first analytical parameter, the mapping relationship, and the first initial analytical function, and acquire a second-stage analytical function through the second analytical parameter, the mapping relationship, and the second initial analytical function; The formula for obtaining the analytical function in the first stage is: , in, represents the first final analytical function, Indicates a mapping relationship; The formula for obtaining the second-stage analytical function is: , in, Represents the second-stage parsing function.

[0029] S30: obtaining a first final analytical function and a second final analytical function through the first stage analytical function and the second stage analytical function, and obtaining stress components of the surrounding rock coordinates of the image plane based on the first final analytical function and the second final analytical function, wherein the stress components include radial stress, hoop stress, and tangential stress; The formula for obtaining the first final analytical function is: , in, represents the first final analytical function, represents the derivative of the first stage function, Represents the derivation of the mapping relationship; The formula for obtaining the second final analytical function is: , in, represents the second final analytical function, represents the derivation of the second stage analytical function; The formula for obtaining the stress component is: , in, represents the radial stress, represents the hoop stress, represents the tangential stress, represents a complex parameter, represents the coordinates of the surrounding rock in the image plane, represents the polar coordinate radius of the image plane surrounding rock coordinates, Represents the conjugate transformation of the derivative of the mapping relationship, Represents the conjugate transformation of the mapping relationship, represents the derivative of the first final analytic function, represents the derivation of the mapping relationship, It should be noted that the image plane surrounding rock coordinates appearing in step S20 and step S30 refer to the same processing steps being performed on each coordinate in the image plane surrounding rock coordinates, thereby obtaining the stress component of each coordinate in the image plane surrounding rock coordinates. Based on the mapping relationship between the original section and the image plane surrounding rock coordinates, the stress component can be mapped to each point in the original section.

[0030] S40: obtaining a maximum principal stress and an ultimate strength at any point in the original cross section based on the stress components, obtaining a failure contour line based on the maximum principal stress and the ultimate strength, and determining a depth and range of the explosion crater based on the failure contour line; The step S40 includes: S410: Obtaining the maximum principal stress and the minimum principal stress at any point in the original cross section through the stress components; The formula for obtaining the maximum principal stress is: , in, represents the maximum principal stress, represents the hoop stress, represents the radial stress, represents the tangential stress; The formula for obtaining the minimum principal stress is: , in, represents the minimum principal stress.

[0031] S420: Obtaining material parameters, geological strength parameters, and disturbance factors corresponding to the hard rock tunnel, and obtaining quality parameters corresponding to the hard rock tunnel based on the material parameters, the geological strength parameters, and the disturbance factors; The material parameters can be determined according to the material of the rock in the hard rock tunnel, and the geological strength parameters can be determined according to the following Table 1: Table 1 , where GSI represents the geological strength parameter, J v represents the structural surface distribution density, and the disturbance factor is determined according to the following Table 2: Table 2 , where D represents the disturbance factor.

[0032] The formula for obtaining the quality parameters is: , in, represents the quality parameter, represents the material parameters, represents the geological strength parameter, represents the disturbance factor, Represents the exponential function with base e.

[0033] S430: Obtaining a uniaxial compressive strength parameter, a structural surface parameter, and an influencing parameter corresponding to the hard rock tunnel, and obtaining an ultimate strength through the minimum principal stress, the mass parameter, the uniaxial compressive strength parameter, the structural surface parameter, and the influencing parameter; The structural surface participation is only related to the structural surface factors of hard rock tunnels, and the influencing parameters are determined by both the structural surface and the excavation disturbance. The formula for obtaining the ultimate strength is: , in, Indicates the ultimate strength, represents the uniaxial compressive strength parameter, represents the influencing parameter, Represents the structural surface parameters. The ultimate strength is derived based on these parameters. By considering the strength of the rock itself and combining the effects of the structural surface and excavation disturbance, it effectively characterizes the strength of the surrounding rock mass and is applicable to any hard rock tunnel with structural surfaces.

[0034] S440: Compare the maximum principal stress with the ultimate strength, and select a point where the maximum principal stress is equal to the ultimate strength as a boundary point; S450: combining a plurality of the boundary points into the failure contour line; After obtaining the ultimate strength, - The plane is represented by a curve. When the maximum principal stress falls below the curve range, the rock has not failed; otherwise, the rock has failed. After obtaining the maximum principal stress at each point in the original cross-section, the intersection of the two (the connection between the boundary points where the maximum principal stress equals the ultimate strength) is the failure contour line.

[0035] S460: selecting the boundary point farthest from the original cross section as a reference point, and selecting the vertical distance between the reference point and the original cross section as the depth of the blast pit; S470: Obtain a first intersection point and a second intersection point between the failure contour line and the original cross section, and select an area between the first intersection point and the second intersection point in the original cross section as the range of the blast crater; By mapping the original section to the image plane, and then obtaining the stress components based on the real load, based on the mapping relationship between the image plane and the real plane, the stress components can be mapped to the original section, that is, the stress state of the surrounding rock due to stress adjustment under complex arbitrary section shapes can be grasped, thereby significantly improving the prediction accuracy; based on the rock burst mechanism, the HB strength criterion is used as the destruction threshold of hard rock, that is, the ultimate strength is obtained, which takes into account the influence of the strength of the rock itself, structural surface, excavation disturbance, etc., avoids the empirical dependence of the judgment indicators and critical values, is suitable for jointed rock masses with different degrees of structural development, is more adapted to the actual surrounding rock conditions, and has high applicability.

[0036] The R2 tunnel in southwest China is used as the engineering background. Its original cross section is a straight wall semicircular arch. The surrounding rock is mainly granite, and the surrounding rock grade is mostly Class II. The excavation method is drilling and blasting. There are multiple dense joints in the tunnel site. The structural surfaces in the area are in close contact, and the interface is unfilled and unweathered. According to the in-situ stress measurement of the tunnel site, the maximum principal stress in the far field of the cross section is 49.7MPa and the minimum principal stress is 36.1MPa. Here, the coordinate system of Figure 4 is used. σx =36.1MPa, σy =49.7MPa.

[0037] Under the action of far-field external load, calculate the surrounding rock stress near the free face of the tunnel after excavation ( σ 1 and σ 3) Distribution, see Figure 3 The figure shows the arch top, arch waist, arch foot and arch bottom. σ 1 and σ 3 The distribution curve of the variation with the depth of the surrounding rock shows that the hoop stress at the arch crown and the arch bottom is larger on the free surface. This is because the hoop stress direction between the arch crowns is parallel to the direction of the maximum principal stress in the far field. In addition, the hoop stress at the arch foot is greater than that at the arch waist. This is due to the stress concentration at the right-angled arch foot.

[0038] See also Figure 4 and Figure 5 Considering the structural plane of the tunnel surrounding rock, the method in this embodiment is used to obtain the failure contour line. The relevant parameters can be determined according to the above surrounding rock conditions as follows: σci =140MPa,a =0.5, s =0.03, mb =10.26. σ 1= σ 1 f Calculation difference α The failure contour radius below shows that, with the exception of the arch foot, surrounding rock failure occurred across most of the tunnel section. The depth of failure was greatest at the arch base, where the crater reached a depth of 1.18m. Other areas experienced lesser damage. Actual measurements revealed that the maximum actual crater depth in this section was 1.09m, an 8% difference from the calculated value, which is within an acceptable range. This demonstrates that the rockburst crater calculation method described in this application is both feasible and accurate.

[0039] See also Figure 6 A second embodiment of the present invention provides a hard rock tunnel rockburst crater prediction system. This system is applied to the hard rock tunnel rockburst crater prediction method described in the above embodiments. Details already described are omitted for clarity. As used below, the terms "module," "unit," "subunit," etc., may refer to a combination of software and / or hardware that implements a predetermined function. Although the devices described in the following embodiments are preferably implemented in software, implementation using hardware, or a combination of software and hardware, is also possible and contemplated.

[0040] The system comprises: A conversion module 10 is configured to obtain a mapping relationship between a real plane and an image plane, so as to map the original cross section of the hard rock tunnel in the real plane to image plane surrounding rock coordinates in the image plane; A first analysis module 20 is configured to obtain a true load on the original cross section, and obtain a first-stage analytical function and a second-stage analytical function of the surrounding rock coordinates on the image plane based on the true load; The first analysis module 20 includes: A first unit is configured to obtain a first analytical parameter and a second analytical parameter according to the transverse load and the longitudinal load; The second unit is configured to obtain a first initial analytical function corresponding to the coordinates of the surrounding rock mass on the image plane, and obtain a second initial analytical function through the first analytical parameter, the second analytical parameter, the first initial analytical function, and the mapping relationship; a third unit, configured to obtain a first-stage parsing function through the first parsing parameter, the mapping relationship, and the first initial parsing function, and to obtain a second-stage parsing function through the second parsing parameter, the mapping relationship, and the second initial parsing function; a second analysis module 30, configured to obtain a first final analytical function and a second final analytical function through the first stage analytical function and the second stage analytical function, and obtain stress components of the surrounding rock coordinates of the image plane based on the first final analytical function and the second final analytical function, wherein the stress components include radial stress, hoop stress, and tangential stress; an identification module 40 for obtaining a maximum principal stress and an ultimate strength at any point in the original cross section based on the stress components, obtaining a failure contour line based on the maximum principal stress and the ultimate strength, and determining a depth and range of a blast pit based on the failure contour line; The identification module 40 includes: A fourth unit is used to obtain the maximum principal stress and the minimum principal stress at any point in the original cross section through the stress components; a fifth unit, configured to obtain material parameters, geological strength parameters, and disturbance factors corresponding to the hard rock tunnel, and obtain quality parameters corresponding to the hard rock tunnel based on the material parameters, the geological strength parameters, and the disturbance factors; A sixth unit is configured to obtain a uniaxial compressive strength parameter, a structural surface parameter, and an influencing parameter corresponding to a hard rock tunnel, and obtain an ultimate strength through the minimum principal stress, the mass parameter, the uniaxial compressive strength parameter, the structural surface parameter, and the influencing parameter; a seventh unit for comparing the maximum principal stress with the ultimate strength and selecting a point where the maximum principal stress is equal to the ultimate strength as a boundary point; An eighth unit is configured to combine a plurality of the boundary points into the failure contour line; The ninth unit is configured to select the boundary point farthest from the original section as a reference point, and select the vertical distance between the reference point and the original section as the depth of the blasting crater; The tenth unit is used to obtain a first intersection point and a second intersection point between the destruction contour line and the original cross section, and select an area between the first intersection point and the second intersection point in the original cross section as the range of the explosion crater.

[0041] The present invention also provides a computer, comprising a memory, a processor, and a computer program stored in the memory and executable on the processor. When the processor executes the computer program, the method for predicting rockburst craters in hard rock tunnels as described in the above technical solution is implemented.

[0042] The present invention also provides a storage medium storing a computer program, which, when executed by a processor, implements the hard rock tunnel rockburst crater prediction method as described in the above technical solution.

[0043] Throughout this specification, reference to terms such as "one embodiment," "some embodiments," "examples," "specific examples," or "some examples" means that a specific feature, structure, material, or characteristic described in conjunction with that embodiment or example is included in at least one embodiment or example of the present invention. In this specification, schematic representations 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 any one or more embodiments or examples.

[0044] The above-described embodiments merely illustrate several implementations of the present invention, and while their descriptions are relatively specific and detailed, they should not be construed as limiting the scope of the present invention. It should be noted that a person skilled in the art would be able to make numerous variations and improvements without departing from the spirit of the present invention, all of which fall within the scope of protection of the present invention. Therefore, the scope of protection of the present invention shall be determined by the appended claims.

Claims

1. A method for predicting rockburst craters in hard rock tunnels, characterized in that: The following steps are involved: Acquiring a mapping relationship between a real plane and an image plane to map an original cross-section of the hard rock tunnel in the real plane to image plane surrounding rock coordinates in the image plane; Acquire the true load of the original section, and acquire the first-stage analytical function and the second-stage analytical function of the surrounding rock coordinates of the image plane based on the true load; Obtaining a first final analytical function and a second final analytical function through the first stage analytical function and the second stage analytical function, and obtaining stress components of the surrounding rock coordinates of the image plane based on the first final analytical function and the second final analytical function, wherein the stress components include radial stress, hoop stress, and tangential stress; The maximum principal stress and ultimate strength of any point in the original cross section are obtained based on the stress components, a failure contour line is obtained through the maximum principal stress and the ultimate strength, and the depth and range of the explosion crater are determined based on the failure contour line.

2. The method for predicting rockburst craters in hard rock tunnels according to claim 1, characterized in that: The expression of the mapping relationship is: ， in, Indicates the mapping relationship, represents the i-th point in the original section, represents the coordinates of the i-th point of the original section in the image plane surrounding rock coordinates, represents the kth real number parameter, represents the total number of real number parameters, represents a constant real number parameter, ,in, Indicates the radius of the point where the polar coordinate angle of the original section is 0.

3. The method for predicting rockburst craters in hard rock tunnels according to claim 1, characterized in that: The real load includes a transverse load and a longitudinal load, and the step of obtaining the first-stage analytical function and the second-stage analytical function of the image plane surrounding rock coordinates based on the real load includes: Obtaining a first analytical parameter and a second analytical parameter through the transverse load and the longitudinal load; Acquire a first initial analytical function corresponding to the coordinates of the surrounding rock mass on the image plane, and acquire a second initial analytical function through the first analytical parameter, the second analytical parameter, the first initial analytical function, and the mapping relationship; A first-stage parsing function is obtained through the first parsing parameter, the mapping relationship, and the first initial parsing function, and a second-stage parsing function is obtained through the second parsing parameter, the mapping relationship, and the second initial parsing function.

4. The method for predicting rockburst craters in hard rock tunnels according to claim 3, characterized in that: The formula for obtaining the first analytical parameter is: ， in, Represents the first parsing parameter, represents the lateral load, Indicates longitudinal load; The formula for obtaining the second parsing parameter is: ， in, Indicates the second parsing parameter; The formula for obtaining the first initial analytical function is: ， in, represents the first initial analytical function, represents the dth first constant, represents the total number of terms of the first constant, represents the coordinates of the surrounding rock in the image plane; The formula for obtaining the second initial analytical function is: ， in, represents the second initial analytical function, Indicates the conjugate transformation of the image plane surrounding rock coordinates as the reciprocal in the mapping relationship, represents the derivation of the mapping relationship, The derivative of the first initial analytic function, represents the e-th second constant, represents the total number of terms of the second constant, represents a constant real number parameter; The formula for obtaining the analytical function in the first stage is: ， in, represents the first final analytical function, Indicates a mapping relationship; The formula for obtaining the second-stage analytical function is: ， in, Represents the second-stage parsing function.

5. The method for predicting rockburst craters in hard rock tunnels according to claim 1, characterized in that: The formula for obtaining the first final analytical function is: ， in, represents the first final analytical function, represents the derivative of the first stage function, Represents the derivation of the mapping relationship; The formula for obtaining the second final analytical function is: ， in, represents the second final analytical function, represents the derivation of the second stage analytical function; The formula for obtaining the stress component is: ， in, represents the radial stress, represents the hoop stress, represents the tangential stress, represents a complex parameter, represents the coordinates of the surrounding rock in the image plane, represents the polar coordinate radius of the image plane surrounding rock coordinates, Represents the conjugate transformation of the derivative of the mapping relationship, Represents the conjugate transformation of the mapping relationship, represents the derivative of the first final analytic function, represents the derivation of the mapping relationship, It means taking a real number from a complex number.

6. The method for predicting rockburst craters in hard rock tunnels according to claim 1, characterized in that: The step of obtaining the maximum principal stress and ultimate strength of any point in the original section based on the stress components comprises: Obtain the maximum principal stress and the minimum principal stress at any point in the original cross section through the stress components; Obtaining material parameters, geological strength parameters, and disturbance factors corresponding to the hard rock tunnel, and obtaining quality parameters corresponding to the hard rock tunnel based on the material parameters, the geological strength parameters, and the disturbance factors; The uniaxial compressive strength parameter, structural surface parameter and influencing parameter corresponding to the hard rock tunnel are obtained, and the ultimate strength is obtained through the minimum principal stress, the mass parameter, the uniaxial compressive strength parameter, the structural surface parameter and the influencing parameter.

7. The method for predicting rockburst craters in hard rock tunnels according to claim 6, characterized in that: The formula for obtaining the maximum principal stress is: ， in, represents the maximum principal stress, represents the hoop stress, represents the radial stress, represents the tangential stress; The formula for obtaining the minimum principal stress is: ， in, represents the minimum principal stress; The formula for obtaining the quality parameters is: ， in, represents the quality parameter, represents the material parameters, represents the geological strength parameter, represents the disturbance factor, represents the exponential function with base e; The formula for obtaining the ultimate strength is: ， in, Indicates the ultimate strength, represents the uniaxial compressive strength parameter, represents the influencing parameter, Represents structural surface parameters.

8. The method for predicting rockburst craters in hard rock tunnels according to claim 1, characterized in that: The step of obtaining the failure contour line through the maximum principal stress and the ultimate strength includes: Comparing the maximum principal stress with the ultimate strength, and selecting a point where the maximum principal stress is equal to the ultimate strength as a boundary point; A plurality of the boundary points are combined into the failure contour line.

9. The method for predicting rockburst craters in hard rock tunnels according to claim 8, characterized in that: The step of determining the depth and range of the explosion crater based on the destruction contour line includes: The boundary point farthest from the original section is selected as a reference point, and the vertical distance between the reference point and the original section is selected as the depth of the blasting pit; A first intersection point and a second intersection point between the damage contour line and the original cross section are obtained, and in the original cross section, an area between the first intersection point and the second intersection point is selected as the range of the explosion crater.

10. A hard rock tunnel rockburst crater prediction system, applied to the hard rock tunnel rockburst crater prediction method according to any one of claims 1 to 9, characterized in that: The system comprises: a conversion module, configured to obtain a mapping relationship between a real plane and an image plane, so as to map the original cross section of the hard rock tunnel in the real plane to image plane surrounding rock coordinates in the image plane; A first analysis module is configured to obtain a true load of the original cross section, and obtain a first-stage analytical function and a second-stage analytical function of the surrounding rock coordinates of the image plane based on the true load; a second analysis module, configured to obtain a first final analytical function and a second final analytical function through the first-stage analytical function and the second-stage analytical function, and obtain stress components of the surrounding rock coordinates of the image plane based on the first final analytical function and the second final analytical function, wherein the stress components include radial stress, hoop stress, and tangential stress; An identification module is used to obtain the maximum principal stress and ultimate strength of any point in the original cross-section based on the stress components, obtain a failure contour line through the maximum principal stress and the ultimate strength, and determine the depth and range of the explosion pit based on the failure contour line.

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