Hard rock tunnel rock burst crater prediction method and system

Abstract

The application provides a hard rock tunnel rock burst crater prediction method and system, the method comprises the following steps: obtaining the mapping relationship between the real plane and the image plane, taking the original section mapping as the image plane surrounding rock coordinate; obtaining the real load of the original section, to obtain the first final analytic function and the second final analytic function of the image plane surrounding rock coordinate, and then obtaining the stress component of the image plane surrounding rock coordinate; based on the stress component, the maximum principal stress and the ultimate strength of any point in the original section are obtained, and then the damage contour line is obtained, and the depth and range of the crater are judged based on the damage contour line. Based on the real load, the stress component is obtained, the stress state of the surrounding rock under any section shape due to stress adjustment can be mastered, and the prediction accuracy is improved; based on the rock burst mechanism, the H-B strength criterion is taken as the damage threshold of hard rock, the strength, structure surface, excavation disturbance and other influences of the rock itself are considered, the experiential dependence of the index is avoided, the actual surrounding rock condition is adapted, and the applicability is possessed.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of data processing, in particular to a hard rock tunnel rock burst crater prediction method and system. BACKGROUND

[0002] In the process of 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 personnel casualties, but also affects the construction progress, seriously threatening the safety of tunnel construction.

[0003] Accurate prediction of the depth and range of rock burst craters not only helps to determine the rock burst grade, but also is an important basis for taking preventive measures in advance, which is of great significance to reducing accidents and ensuring construction safety.

[0004] Most of the existing rock burst crater prediction methods rely on rock burst evaluation indexes, which take the initial stress of the stratum as a constant stress factor in the evaluation index, and then combine it with other evaluation indexes to predict the range and depth of rock burst occurrence. However, taking the initial ground 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 prediction results and the actual situation. The selection of evaluation indexes and the determination of rock burst critical values depend on the statistical data of some cases of field rock burst, which has strong experience and cannot be widely applied to different geological conditions or complex geological conditions. SUMMARY

[0005] In view of the deficiencies of the prior art, the purpose of the present application is to provide a hard rock tunnel rock burst crater prediction method and system, which aims to solve the technical problems in the prior art that the initial ground stress is taken as a constant stress factor when rock burst crater prediction is performed by selecting rock burst evaluation indexes including the initial ground stress, resulting in a large deviation between the prediction results and the actual situation, and the selection of evaluation indexes is highly experienced and cannot adapt to different geological conditions, further affecting the prediction results.

[0006] To achieve the above-mentioned purpose, in a first aspect, the present application provides a hard rock tunnel rock burst crater prediction method, comprising the following steps:

[0007] Obtaining the mapping relationship between the real plane and the image plane to map the original section of the hard rock tunnel in the real plane to the image plane surrounding rock coordinates in the image plane;

[0008] Obtaining the real load of the original section, and obtaining the first stage analytical function and the second stage analytical function of the image plane surrounding rock coordinates based on the real load;

[0009] The first final analytic function and the second final analytic function are obtained through the first-stage analytic function and the second-stage analytic function, and the stress components of the image plane surrounding rock coordinates are obtained based on the first final analytic function and the second final analytic function, wherein the stress components include a radial stress, a hoop stress and a tangential stress;

[0010] The maximum principal stress and the ultimate strength of any point in the original section are obtained based on the stress components, the failure contour line is obtained through the maximum principal stress and the ultimate strength, and the depth and range of the blast crater are determined based on the failure contour line.

[0011] Further, the expression of the mapping relationship is:

[0012] ,

[0013] wherein, represents the mapping relationship, represents the i-th point in the original section, represents the coordinate corresponding to the i-th point of the original section in the image plane surrounding rock coordinates, represents the k-th real parameter, represents the total number of real parameters, represents a constant real parameter, wherein, represents the radius of the point with the polar angle of 0 in the original section.

[0014] Further, the real load includes a lateral load and a longitudinal load, and the step of obtaining the first-stage analytic function and the second-stage analytic function of the image plane surrounding rock coordinates based on the real load includes:

[0015] A first analytic parameter and a second analytic parameter are obtained through the lateral load and the longitudinal load;

[0016] A first initial analytic function corresponding to the image plane surrounding rock coordinates is obtained, and a second initial analytic function is obtained through the first analytic parameter, the second analytic parameter, the first initial analytic function and the mapping relationship;

[0017] A first-stage analytic function is obtained through the first analytic parameter, the mapping relationship and the first initial analytic function, and a second-stage analytic function is obtained through the second analytic parameter, the mapping relationship and the second initial analytic function.

[0018] Further, the formula for obtaining the first analytic parameter is:

[0019] ,

[0020] wherein, represents a first analytic parameter, represents a lateral load, represents a longitudinal load;

[0021] The acquisition formula of the second analytic parameter is:

[0022] ,

[0023] wherein, represents a second analytic parameter;

[0024] The acquisition formula of the first initial analytic function is:

[0025] ,

[0026] wherein, represents a first initial analytic function, represents a dth first constant, represents a total number of first constants, represents a picture plane surrounding rock coordinate;

[0027] The acquisition formula of the second initial analytic function is:

[0028] ,

[0029] wherein, represents a second initial analytic function, represents a conjugate conversion of a picture plane surrounding rock coordinate as an inverse in a mapping relationship, represents a derivative of a mapping relationship, a derivative of a first initial analytic function, represents an e th second constant, represents a total number of second constants, represents a constant real number parameter;

[0030] The acquisition formula of the first stage analytic function is:

[0031] ,

[0032] wherein, represents a first final analytic function, represents a mapping relationship;

[0033] The acquisition formula of the second stage analytic function is:

[0034] ,

[0035] wherein, represents a second stage analytic function.

[0036] Further, the first final analytic function is obtained by the following formula:

[0037] ,

[0038] wherein, represents the first final analytic function, represents the derivative of the first stage function, represents the derivative of the mapping relationship;

[0039] the second final analytic function is obtained by the following formula:

[0040] ,

[0041] wherein, represents the second final analytic function, represents the derivative of the second stage analytic function;

[0042] the stress component is obtained by the following formula:

[0043] ,

[0044] wherein, represents the radial stress, represents the hoop stress, represents the tangential stress, represents a complex parameter, represents the image plane surrounding rock coordinate, represents the polar coordinate radius of the image plane surrounding rock coordinate, represents the conjugate conversion of the derivative of the mapping relationship, represents the conjugate conversion of the mapping relationship, represents the derivative of the first final analytic function, represents the derivative of the mapping relationship, represents taking the real number in the complex number.

[0045] Further, the step of obtaining the maximum principal stress and the ultimate strength of any point in the original section based on the stress component comprises:

[0046] obtaining the maximum principal stress and the minimum principal stress of any point in the original section through the stress component;

[0047] obtaining the material parameters, the geological strength parameters and the disturbance factor corresponding to the hard rock tunnel, and obtaining the quality parameters corresponding to the hard rock tunnel based on the material parameters, the geological strength parameters and the disturbance factor;

[0048] Obtaining uniaxial compressive strength parameters, structural plane parameters and influence parameters corresponding to the hard rock tunnel, and obtaining limit strength through the minimum principal stress, the quality parameter, the uniaxial compressive strength parameters, the structural plane parameters and the influence parameters.

[0049] Further, the maximum principal stress obtaining formula is:

[0050] ,

[0051] wherein, represents the maximum principal stress, represents the hoop stress, represents the radial stress, represents the tangential stress;

[0052] The minimum principal stress obtaining formula is:

[0053] ,

[0054] wherein, represents the minimum principal stress;

[0055] The quality parameter obtaining formula is:

[0056] ,

[0057] wherein, represents the quality parameter, represents the material parameter, represents the geological strength parameter, represents the disturbance factor, represents the exponential function with e as the base;

[0058] The limit strength obtaining formula is:

[0059] ,

[0060] wherein, represents the limit strength, represents the uniaxial compressive strength parameter, represents the influence parameter, represents the structural plane parameter.

[0061] Further, the step of obtaining the failure contour line through the maximum principal stress and the limit strength comprises:

[0062] Comparing the maximum principal stress with the limit strength, and selecting a point with the maximum principal stress equal to the limit strength as a boundary point;

[0063] Combining a plurality of the boundary points into the failure contour line.

[0064] Further, the step of judging the depth and range of the burst crater based on the failure contour line comprises:

[0065] selecting the boundary point farthest from the original section as a reference point, and selecting the vertical distance between the reference point and the original section as the depth of the burst crater;

[0066] obtaining a first intersection point and a second intersection point between the failure contour line and the original section, and selecting the area between the first intersection point and the second intersection point in the original section as the range of the burst crater.

[0067] In a second aspect, an embodiment of the present application provides a hard rock tunnel rock burst crater prediction system, applied to the hard rock tunnel rock burst crater prediction method in the first aspect, and the system comprises:

[0068] a conversion module configured to obtain a mapping relationship between a real plane and an image plane, so as to map an original section of a hard rock tunnel in the real plane to an image plane surrounding rock coordinate in the image plane;

[0069] a first analysis module configured to obtain a real load of the original section, and obtain a first stage analytical function and a second stage analytical function of the image plane surrounding rock coordinate based on the real load;

[0070] 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 image plane surrounding rock coordinate based on the first final analytical function and the second final analytical function, wherein the stress components comprise radial stress, hoop stress and tangential stress;

[0071] an identification module configured to obtain a maximum principal stress and a ultimate strength of any point in the original section based on the stress components, obtain a failure contour line through the maximum principal stress and the ultimate strength, and judge the depth and range of the burst crater based on the failure contour line.

[0072] In a third aspect, an embodiment of the present application provides a computer, comprising a memory, a processor, and a computer program stored in the memory and executable on the processor, and the processor implements the hard rock tunnel rock burst crater prediction method in the first aspect when executing the computer program.

[0073] In a fourth aspect, an embodiment of the present application provides a storage medium having a computer program stored thereon, and the computer program is executable by a processor to implement the hard rock tunnel rock burst crater prediction method in the first aspect.

[0074] Compared with the prior art, the application has the beneficial effects that: by mapping the original section into the image plane, and then obtaining the stress component based on the real load, the stress component can correspond to the original section based on the mapping relationship between the image plane and the real plane, that is, the stress state of the surrounding rock under the complex arbitrary section shape due to stress adjustment can be mastered, thereby significantly improving the prediction accuracy; based on the rock burst mechanism, the H-B strength criterion is taken as the failure threshold of hard rock, that is, the limit strength is obtained, which considers the influences of the strength of the rock itself, structural plane, excavation disturbance and the like, avoids the empirical dependence of the judgment index and the critical value, is suitable for jointed rock mass with different structure development degrees, is more suitable for the actual surrounding rock conditions, and has high applicability. BRIEF DESCRIPTION OF DRAWINGS

[0075] Figure 1 A flowchart of the hard rock tunnel rock burst crater prediction method in the first embodiment of the application;

[0076] Figure 2 A prediction diagram of the range and size of the burst crater in the hard rock tunnel rock burst crater prediction method in the first embodiment of the application;

[0077] Figure 3 A tunnel surrounding rock stress distribution diagram of a certain R2 tunnel in the hard rock tunnel rock burst crater prediction method in the first embodiment of the application;

[0078] Figure 4 A failure range diagram of a certain R2 tunnel in the hard rock tunnel rock burst crater prediction method in the first embodiment of the application;

[0079] Figure 5 A damage contour line change diagram of a certain R2 tunnel in the hard rock tunnel rock burst crater prediction method in the first embodiment of the application;

[0080] Figure 6 A structural block diagram of the hard rock tunnel rock burst crater prediction system in the second embodiment of the application;

[0081] The following specific embodiments will further illustrate the application in conjunction with the above drawings. DETAILED DESCRIPTION

[0082] In order to facilitate the understanding of the application, the application will be described more fully below with reference to the related drawings. Several embodiments of the application are shown in the drawings. However, the application can be realized in many different forms and is not limited to the embodiments described herein. On the contrary, these embodiments are provided to make the disclosure of the application more thorough and comprehensive.

[0083] ​It should be understood that when an element as a "on" of another element, it can be directly on the other element or there can be an intervening elements. When an element is referred to as "connected", it can be directly connected to the other element or intervening elements can be present. The terms "vertical", "horizontal", "left", "right" and similar expressions as used herein are for illustrative purposes only.

[0084] Unless otherwise defined, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this application belongs. The terminology used in the description of the application herein is for the purpose of describing particular embodiments only and is not intended to be limiting of the application. As used herein, the singular forms "a", "an" and "the" are intended to include the plural forms as well, unless the context clearly indicates otherwise.

[0085] Referring to Figure 1 , the first embodiment of the application provides a hard rock tunnel rock burst crater prediction method, comprising the following steps:

[0086] S10: Obtain a mapping relationship between a real plane and an image plane, so as to map an original section of a hard rock tunnel in the real plane to an image plane surrounding rock coordinate in the image plane;

[0087] The expression of the mapping relationship is:

[0088] ,

[0089] Wherein, represents the mapping relationship, represents the i-th point in the original section, represents the coordinate corresponding to the i-th point in the original section in the image plane surrounding rock coordinate, represents the k-th real parameter, represents the total number of real parameters, represents a constant real parameter, , wherein, represents the radius of the point with the polar angle of 0 in the original section.

[0090] It should be noted that the total number of real parameters When it is infinite, complete mapping between the original section and the image plane surrounding rock coordinate can be achieved, but when it is a finite number, the prediction accuracy requirement can still be met. In the embodiment, The size of is determined by a genetic algorithm, specifically, a plurality of points are uniformly sampled from the original section, the difference between the real radius and the calculated radius of each point is calculated, the square of the radius difference of all points is taken as the fitness function in the genetic algorithm, and then the value of is determined. .

[0091] S20: obtaining a real load of the original section, and obtaining a first-stage analytical function and a second-stage analytical function of the image plane surrounding rock coordinate based on the real load;

[0092] The real load includes a transverse load and a longitudinal load.

[0093] The step S20 includes:

[0094] S210: obtaining a first analytical parameter and a second analytical parameter through the transverse load and the longitudinal load;

[0095] The obtaining formula of the first analytical parameter is:

[0096] ,

[0097] wherein, represents the first analytical parameter, represents the transverse load, represents the longitudinal load.

[0098] The obtaining formula of the second analytical parameter is:

[0099] ,

[0100] wherein, represents the second analytical parameter.

[0101] S220: obtaining a first initial analytical function corresponding to the image plane surrounding rock coordinate, and obtaining a second initial analytical function through the first analytical parameter, the second analytical parameter, the first initial analytical function and the mapping relationship;

[0102] The obtaining formula of the first initial analytical function is:

[0103] ,

[0104] wherein, represents the first initial analytical function, represents the dth first constant, represents a total number of the first constants, represents the image plane surrounding rock coordinate.

[0105] The obtaining formula of the second initial analytical function is:

[0106] ,

[0107] wherein, represents the second initial analytical function, represents a conjugate conversion of the reciprocal of the plane surrounding rock coordinate in the mapping relationship, represents a derivative of the mapping relationship, represents a derivative of the first initial analytic function, represents the e-th second constant, represents the total number of second constants, represents a constant real number parameter. It should be noted that the is the same real number parameter as in step S10, is the same real number parameter as in step S10, and the only difference is that the value of k=0 is abandoned. For in the first initial analytic function and in the second initial analytic function, the total number of terms can be determined by comparing the coefficients of the same power terms constructed by combining the stress boundary conditions, and the specific numerical value is not described here.

[0108] S230: Obtain a first-stage analytic function through the first analytic parameter, the mapping relationship and the first initial analytic function, and obtain a second-stage analytic function through the second analytic parameter, the mapping relationship and the second initial analytic function;

[0109] The obtaining formula of the first-stage analytic function is:

[0110] ,

[0111] wherein, represents a first final analytic function, represents a mapping relationship;

[0112] The obtaining formula of the second-stage analytic function is:

[0113] ,

[0114] wherein, represents a second-stage analytic function.

[0115] S30: Obtain a first final analytic function and a second final analytic function through the first-stage analytic function and the second-stage analytic function, and obtain stress components of the plane surrounding rock coordinate based on the first final analytic function and the second final analytic function, wherein the stress components include radial stress, hoop stress and tangential stress;

[0116] The obtaining formula of the first final analytic function is:

[0117] ,

[0118] wherein, represents a first final analytic function, derivative of the first-stage function, derivative of the mapping relationship;

[0119] The acquisition formula of the second final analytic function is:

[0120] ,

[0121] wherein, derivative of the second final analytic function, derivative of the second-stage analytic function;

[0122] The acquisition formula of the stress component is:

[0123] ,

[0124] wherein, radial stress, hoop stress, tangential stress, complex parameter, image plane surrounding rock coordinate, polar coordinate radius of the image plane surrounding rock coordinate, conjugate conversion of the derivative of the mapping relationship, conjugate conversion of the mapping relationship, derivative of the first final analytic function, derivative of the mapping relationship, representing taking a real number in a complex number. It should be noted that the image plane surrounding rock coordinates appearing in the step S20 and the step S30 both refer to the same processing steps for each of the image plane surrounding rock coordinates, so as to obtain the stress component of each of the image plane surrounding rock coordinates, and according to the mapping relationship between the original section and the image plane surrounding rock coordinates, the stress component can be corresponded to each point in the original section.

[0125] S40: obtaining the maximum principal stress and the ultimate strength of any point in the original section based on the stress component, obtaining a failure contour line through the maximum principal stress and the ultimate strength, and judging the depth and range of the blast crater based on the failure contour line;

[0126] The step S40 includes:

[0127] S410: obtaining the maximum principal stress and the minimum principal stress of any point in the original section through the stress component;

[0128] The acquisition formula of the maximum principal stress is:

[0129] ,

[0130] wherein, denotes the maximum principal stress, denotes the hoop stress, denotes the radial stress, denotes the tangential stress;

[0131] The formula for obtaining the minimum principal stress is:

[0132] ,

[0133] wherein, denotes the minimum principal stress.

[0134] S420: 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;

[0135] The material parameters can be determined according to the material quality of the rock in the hard rock tunnel, and the geological strength parameters are determined according to Table 1 as follows:

[0136] Table 1

[0137] ,

[0138] wherein GSI denotes the geological strength parameter, J v denotes the structural surface distribution density, and the disturbance factor is determined according to Table 2 as follows:

[0139] Table 2

[0140] ,

[0141] wherein D denotes the disturbance factor.

[0142] The formula for obtaining the quality parameters is:

[0143] ,

[0144] wherein, denotes the quality parameter, denotes the material parameter, denotes the geological strength parameter, denotes the disturbance factor, denotes the exponential function with base e.

[0145] S430: Obtain uniaxial compressive strength parameters, structural surface parameters and influence parameters corresponding to the hard rock tunnel, and obtain the limit strength by the minimum principal stress, the quality parameters, the uniaxial compressive strength parameters, the structural surface parameters and the influence parameters;

[0146] The structural plane is only related to the structural plane factor of the hard rock tunnel, and the influence parameter is determined by the structural plane and the excavation disturbance. The limit strength is obtained by the following formula:

[0147] ,

[0148] wherein, represents the limit strength, represents the uniaxial compressive strength parameter, represents the influence parameter, represents the structural plane parameter. The limit strength is obtained based on the above parameters, and the strength of the surrounding rock mass is better represented by considering the strength of the rock itself, the influence of the structural plane and the excavation disturbance, and is suitable for any hard rock tunnel with a structural plane.

[0149] S440: comparing the maximum principal stress with the limit strength, and selecting a point with the maximum principal stress equal to the limit strength as a boundary point;

[0150] S450: combining a plurality of the boundary points into the failure contour line;

[0151] After obtaining the limit strength, it is - a curve in the plane, and when the maximum principal stress is below the curve range, the rock is not failed, otherwise, the rock is failed. When the maximum principal stress of each point in the original cross section is obtained, the junction area of the two (the connection of the boundary points with the maximum principal stress equal to the limit strength) is the failure contour line.

[0152] 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 crater;

[0153] S470: obtaining the first intersection point and the second intersection point between the failure contour line and the original cross section, and selecting the area between the first intersection point and the second intersection point in the original cross section as the range of the blast crater;

[0154] By mapping the original cross-section onto the image plane, and then obtaining the stress component based on the actual load, the stress component can be mapped back to the original cross-section based on the mapping relationship between the image plane and the actual plane. This allows for the understanding of the stress state of the surrounding rock under complex and arbitrary cross-sectional shapes due to stress adjustment, thereby significantly improving the accuracy of prediction. Based on the rockburst mechanism, the HB strength criterion is used as the failure threshold for hard rock, i.e., the ultimate strength is obtained. This takes into account the rock's own strength, structural planes, excavation disturbance, and other influences, avoiding empirical dependence on judgment indicators and critical values. It is applicable to jointed rock masses with different degrees of structural development, and is more adapted to actual surrounding rock conditions, thus possessing high applicability.

[0155] Taking an R2 tunnel located in southwest China as an example, its original cross-section was a straight-walled semi-circular arch, with granite as the main surrounding rock, mostly classified as Class II. The excavation method was drill-and-blast. The tunnel site area contained multiple densely jointed zones with tightly contacted structural surfaces, unfilled interfaces, and no weathering. Based on measured in-situ stress at the tunnel site, the maximum far-field principal stress in the cross-section was 49.7 MPa, and the minimum principal stress was 36.1 MPa. The coordinates in Figure 4 are used here. σx =36.1MPa σy =49.7MPa.

[0156] Under far-field external loads, calculate the surrounding rock stress near the free face of the tunnel after excavation. σ 1 and σ 3) Distribution, please refer to Figure 3 The drawing depicts the vaulted ceiling, arch waist, arch foot, and vault base. σ 1 and σ 3. The distribution curves of the surrounding rock depth show that the circumferential stress at the crown and the bottom of the arch is relatively large at the free face. This is because the direction of the circumferential stress at the crown and the bottom of the arch is parallel to the direction of the maximum principal stress in the far field. In addition, the circumferential 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.

[0157] Please see Figure 4 and Figure 5 Considering the presence of structural surfaces in the surrounding rock of the tunnel, the method described in this embodiment is used to obtain the destruction contour line. The relevant parameters can be determined based on the aforementioned surrounding rock conditions as follows: σci =140MPa a =0.5、 s =0.03、 mb =10.26. According to σ 1= σ 1 f Calculations are different αAs can be seen from the failure profile radius of the tunnel section, except for the arch foot, the surrounding rock failure occurs in most of the tunnel section, and the failure depth at the arch bottom is the largest, the depth of the blast crater is 1.18 m, and the destruction in other areas is relatively small. Through actual measurement, the maximum value of the actual blast crater depth of the section is 1.09 m, and the difference from the calculated value is 8%, which is within the acceptable range. It can be seen that the rock burst crater calculation method described in the application has good feasibility and accuracy.

[0158] Referring to Figure 6 The second embodiment of the application provides a hard rock tunnel rock burst crater prediction system, which is applied to the hard rock tunnel rock burst crater prediction method described in the above embodiment, and the description of which has been omitted. As used below, the terms "module", "unit", "sub-unit" and the like can be 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, hardware or a combination of software and hardware is also possible and is contemplated.

[0159] The system comprises:

[0160] A conversion module 10 is configured to obtain a mapping relationship between a real plane and an image plane, so as to map an original section of a hard rock tunnel in the real plane to an image plane surrounding rock coordinate in the image plane.

[0161] A first analysis module 20 is configured to obtain a real load of the original section, and obtain a first stage analytical function and a second stage analytical function of the image plane surrounding rock coordinate based on the real load.

[0162] The first analysis module 20 comprises:

[0163] A first unit is configured to obtain a first analytical parameter and a second analytical parameter through the lateral load and the longitudinal load.

[0164] A second unit is configured to obtain a first initial analytical function corresponding to the image plane surrounding rock coordinate, 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.

[0165] A third unit is configured to obtain a first stage analytical function through the first analytical parameter, the mapping relationship and the first initial analytical function, and obtain a second stage analytical function through the second analytical parameter, the mapping relationship and the second initial analytical function.

[0166] The second analysis module 30 is configured to obtain a first final analytic function and a second final analytic function by the first-stage analytic function and the second-stage analytic function, and obtain stress components of the plane-of-interest surrounding rock coordinate based on the first final analytic function and the second final analytic function, wherein the stress components include a radial stress, a hoop stress and a tangential stress;

[0167] The identification module 40 is configured to obtain a maximum principal stress and a limit strength of any point in the original section based on the stress components, obtain a failure contour line based on the maximum principal stress and the limit strength, and determine the depth and range of the blast crater based on the failure contour line.

[0168] The identification module 40 comprises:

[0169] The fourth unit is configured to obtain a maximum principal stress and a minimum principal stress of any point in the original section based on the stress components.

[0170] The fifth unit is 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.

[0171] The sixth unit is configured to obtain uniaxial compressive strength parameters, structural plane parameters and influence parameters corresponding to the hard rock tunnel, and obtain a limit strength based on the minimum principal stress, the quality parameters, the uniaxial compressive strength parameters, the structural plane parameters and the influence parameters.

[0172] The seventh unit is configured to compare the maximum principal stress with the limit strength, and select a point with the maximum principal stress equal to the limit strength as a boundary point.

[0173] The eighth unit is configured to combine a plurality of the boundary points into the failure contour line.

[0174] The ninth unit is configured to select a boundary point farthest from the original section as a reference point, and select a vertical distance between the reference point and the original section as the depth of the blast crater.

[0175] The tenth unit is configured to obtain a first intersection point and a second intersection point between the failure contour line and the original section, and select an area between the first intersection point and the second intersection point in the original section as the range of the blast crater.

[0176] The application further provides a computer comprising a memory, a processor, and a computer program stored in the memory and executable on the processor, wherein the processor implements the hard rock tunnel rock burst crater prediction method as described in the above technical solution when executing the computer program.

[0177] The present invention also provides a storage medium storing a computer program thereon, which, when executed by a processor, implements the method for predicting rockburst craters in hard rock tunnels as described in the above technical solution.

[0178] In the description of this specification, 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 the invention. 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.

[0179] The embodiments described above are merely illustrative of several implementations of the present invention, and while the descriptions are specific and detailed, they should not be construed as limiting the scope of the present invention. It should be noted that those skilled in the art can make various modifications and improvements without departing from the concept of the present invention, and these modifications and improvements all fall within the scope of protection of the present invention. Therefore, the scope of protection of this patent should be determined by the appended claims.

Claims

1. A method for predicting rock burst crater in hard rock tunnel, characterized in that, The method comprises the following steps: obtaining a mapping relationship between a real plane and an image plane to map an original section of a hard rock tunnel in the real plane to image plane surrounding rock coordinates in the image plane; obtaining a real load of the original section, and obtaining a first-stage analytical function and a second-stage analytical function of the image plane surrounding rock coordinates based on the real 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 image plane surrounding rock coordinates based on the first final analytical function and the second final analytical function, wherein the stress components comprise radial stress, hoop stress and tangential stress; obtaining a maximum principal stress and a limit strength of any point in the original section based on the stress components, and obtaining a failure contour line through the maximum principal stress and the limit strength, and judging the depth and range of a blast crater based on the failure contour line; the step of obtaining the failure contour line through the maximum principal stress and the limit strength comprises: comparing the maximum principal stress with the limit strength, and selecting a point with the maximum principal stress equal to the limit strength as a boundary point; combining a plurality of boundary points into the failure contour line.

2. The hard rock tunnel rock burst crater prediction method of claim 1, wherein, an expression of the mapping relationship is: ， wherein, represents a mapping relationship, represents the i-th point in the original section, represents the coordinate corresponding to the i-th point of the original section in the image plane surrounding rock coordinate, represents the k-th real number parameter, represents the total number of real number parameters, represents a constant real number parameter, wherein, represents the radius of the point with the polar coordinate angle of 0 in the original section.

3. The hard rock tunnel rock burst crater prediction method of claim 1, wherein, the real load comprises transverse load and 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 comprises: obtaining a first analytical parameter and a second analytical parameter through the transverse load and the longitudinal load; obtaining a first initial analytical function corresponding to the image plane surrounding rock coordinates, and obtaining a second initial analytical function through the first analytical parameter, the second analytical parameter, the first initial analytical function and the mapping relationship; obtaining a first-stage analytical function through the first analytical parameter, the mapping relationship and the first initial analytical function, and obtaining a second-stage analytical function through the second analytical parameter, the mapping relationship and the second initial analytical function.

4. The hard rock tunnel rockburst crater prediction method of claim 3, wherein, an obtaining formula of the first analytical parameter is: ， wherein, represents a first analysis parameter, represents a lateral load, represents a longitudinal load; an obtaining formula of the second analytical parameter is: ， wherein represents a second resolution parameter; an obtaining formula of the first initial analytical function is: ， wherein, represents a first initial analytic function, represents a dth first constant, represents a total number of first constants, represents an image plane surrounding rock coordinate; an obtaining formula of the second initial analytical function is: ， wherein, represents a second initial analytic function, represents a conjugate conversion of the reciprocal of the plane surrounding rock coordinates in the mapping relationship, represents the derivation of the mapping relationship, derivation of the first initial analytic function, represents the e-th second constant, represents the total number of second constants, represents a constant real number parameter; an obtaining formula of the first-stage analytical function is: ， wherein represents a first final resolution function, represents a mapping relationship; an obtaining formula of the second-stage analytical function is: ， wherein represents the second stage resolution function.

5. The hard rock tunnel rockburst crater prediction method of claim 1, wherein, an obtaining formula of the first final analytical function is: ， wherein, denotes a first final resolution function, denotes a derivation of the first stage function, denotes a derivation of the mapping relationship; an obtaining formula of the second final analytical function is: ， wherein, denotes a second final resolution function, denotes a derivative of the second stage resolution function; an obtaining formula of the stress components is: ， wherein, denotes the radial stress, denotes the hoop stress, denotes the tangential stress, denotes the complex parameter, denotes the image plane surrounding rock coordinate, denotes the polar coordinate radius of the image plane surrounding rock coordinate, denotes the conjugate transformation of the derivative of the mapping relationship, denotes the conjugate transformation of the mapping relationship, denotes the derivative of the first final analytic function, denotes the derivative of the mapping relationship, denotes the real number in the complex number.

6. The hard rock tunnel rockburst crater prediction method of claim 1, wherein, the step of obtaining the maximum principal stress and the limit strength of any point in the original section based on the stress components comprises: obtaining the maximum principal stress and the minimum principal stress of any point in the original 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; Obtain uniaxial compressive strength parameters, structural plane parameters and influence parameters corresponding to the hard rock tunnel, and obtain the ultimate strength through the minimum principal stress, the quality parameter, the uniaxial compressive strength parameter, the structural plane parameter and the influence parameter.

7. The hard rock tunnel rockburst crater prediction method of claim 6, wherein, The formula for obtaining the maximum principal stress is: ， wherein, denotes the maximum principal stress, denotes the hoop stress, denotes the radial stress, denotes the tangential stress; The formula for obtaining the minimum principal stress is: ， wherein denotes the minimum principal stress; The formula for obtaining the quality parameter is: ， wherein denotes a quality parameter, denotes a material parameter, denotes a geologic strength parameter, denotes a perturbation factor, denotes an exponential function with base e; The formula for obtaining the ultimate strength is: ， wherein, represents the ultimate strength, represents the uniaxial compressive strength parameter, represents the influence parameter, represents the structural plane parameter.

8. The hard rock tunnel rockburst crater prediction method of claim 1, wherein, The step of judging the depth and range of the explosion crater based on the failure contour line comprises: Selecting the boundary point farthest from the original section as a reference point, and selecting the vertical distance between the reference point and the original section as the depth of the explosion crater; Obtaining the first intersection point and the second intersection point between the failure contour line and the original section, and selecting the area between the first intersection point and the second intersection point in the original section as the range of the explosion crater.

9. A hard rock tunnel rock burst crater prediction system applied to the hard rock tunnel rock burst crater prediction method according to any one of claims 1-8, characterized in that, The system comprises: A conversion module for obtaining a mapping relationship between a real plane and an image plane to map an original section of a hard rock tunnel in the real plane to an image plane surrounding rock coordinate in the image plane; A first analysis module for obtaining a real load of the original section, and obtaining a first stage analytical function and a second stage analytical function of the image plane surrounding rock coordinate based on the real load; A second analysis module for 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 image plane surrounding rock coordinate based on the first final analytical function and the second final analytical function, the stress components comprising radial stress, hoop stress and tangential stress; An identification module for obtaining the maximum principal stress and the ultimate strength of any point in the original section based on the stress components, obtaining a failure contour line through the maximum principal stress and the ultimate strength, and judging the depth and range of the explosion crater based on the failure contour line; The identification module comprises: A seventh unit for comparing the maximum principal stress with the ultimate strength, and selecting a point with maximum principal stress equal to ultimate strength as a boundary point; An eighth unit for combining a plurality of boundary points into the failure contour line.

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