Rock burst risk elimination method for tunnel excavation

Abstract

The invention discloses a rockburst risk elimination method for tunnel excavation, and relates to the technical field of rockburst prevention and control. By adopting the three-dimensional visualization technology, the geologic structure between the tunnel face and the related points of the tunnel face is clearly displayed; by deeply analyzing the characteristic parameters of the rock mass to establish the correlation between the structural coefficient and the stable basic value, scientific instability value calculation can be provided for each correlation point, and the influence of the rock mass on the tunnel face can be comprehensively evaluated; by monitoring and analyzing the instability risk value in real time, technicians can flexibly adjust rockburst prevention measures according to the actual situation of the tunnel face and the instability risk value of the tunnel face, stress is ensured to be properly released, generation of a high-stress area is avoided, and the possibility of rockburst is reduced; real-time monitoring and dynamic adjustment are achieved, rockburst prevention measures are optimized, and operation safety and efficiency are remarkably improved.

Description

Technical Field

[0001] The invention relates to the technical field of rock burst prevention and control, and in particular to a method for eliminating rock burst risks in tunnel excavation. Background Art

[0002] The risk of rock burst in tunnel excavation is the phenomenon of sudden energy release due to stress on underground rock mass, which is usually accompanied by dangerous situations such as violent fracture and rock splash. Rock burst seriously threatens the safety of deep underground engineering personnel and machinery. Therefore, it is particularly important to eliminate the risk of rock burst in tunnel excavation.

[0003] At present, the risk of rock burst is usually eliminated by releasing local high stress through pre-splitting blasting or pressure relief holes. The specific blasting range and pressure relief holes are handled by on-site technicians based on their own experience. This method has great uncertainty and it is often difficult to accurately control the range and intensity of stress release. Excessive blasting may cause further damage to the local rock mass and increase the risk of subsequent excavation. When the drilling pressure relief is insufficient, the high stress area still exists and the risk of rock burst cannot be completely eliminated. Summary of the invention

[0004] Based on this, it is necessary to provide a method for eliminating rock burst risks for tunnel excavation in response to the problems mentioned in the above background technology.

[0005] The object of the present invention can be achieved by the following technical solution: A method for eliminating rock burst risk in tunnel excavation, comprising the following steps:

[0006] R1: Analyze the spatial distribution, intensity and frequency of microseismic events through microseismic monitoring data to determine the potential points where rock burst may occur and their corresponding potential risk values; calculate the interval distance between each rock burst point and the tunnel face, select the largest interval distance as Zmax, and select the smallest interval distance as Zmin;

[0007] R2: With the tunnel face as the center and a certain distance as the radius, a circle is drawn to form the relevant range of the tunnel face, and the potential points within the relevant range are taken as the relevant points of the tunnel face; the geological structure information inside the rock mass within the relevant range is obtained based on geological radar scanning, three-dimensional laser scanning and geological exploration, and a three-dimensional visualization image of the rock mass structure between the tunnel face and the relevant points is generated, and it is recorded as a three-dimensional model map, thereby obtaining several three-dimensional model maps;

[0008] R3: Before tunnel excavation, the rock mass characteristic parameters between the tunnel face and relevant points are obtained by conducting site exploration, where the rock mass characteristic parameters include rock mass type, number of rock mass structures, structural type of each rock mass structure, and positional relationship between rock mass structure and tunnel face; the rock mass characteristic parameters are analyzed to measure their influence on the tunnel face, and the instability risk value of the tunnel face is obtained accordingly;

[0009] R4: Elimination of rockburst risk based on the instability risk value of the tunnel face is as follows:

[0010] Step 1: retrieve the instability risk value and compare it with the set risk range. When the instability risk value is greater than the maximum value in the set risk range, execute step 2: when the instability risk value is within the set range, execute step 3; when the instability risk value is less than the minimum value in the set risk range, execute step 4:

[0011] Step 2: Perform blasting decompression according to blasting parameters. Specific blasting parameters include blasting radius R 爆破 and blasting charge Q 爆破 ; When the blasting pressure relief is completed, it returns to R1;

[0012] Step 3: Perform drilling pressure relief according to drilling parameters, the drilling parameters include the number of holes S and the drilling depth H; when the drilling pressure relief is completed, return to R1;

[0013] Step 4: Excavate according to the footage parameters. The specific footage parameters include the footage speed V safe and the maximum safety distance L safe ;

[0014] R5: Repeat the above steps R1-R4 until the tunnel excavation work is completed.

[0015] In some embodiments, the calculation process of the blasting parameters is:

[0016]

[0017] Where η is the set range conversion coefficient, K represents the blasting coefficient, and UT is the instability risk value of the tunnel face.

[0018] In some embodiments, the calculation process of drilling parameters is:

[0019]

[0020] Among them, α1 and α2 are set empirical coefficients, W is the area of ​​the tunnel face, and R 孔 is the radius of the pressure relief hole; Zmax is the maximum spacing distance between the tunnel face and the potential rock burst point.

[0021] In some embodiments, the calculation process of the footage parameter is:

[0022]

[0023] Among them, λ1 and λ2 are the set adjustment coefficients respectively, Vmax is the set maximum excavation speed. When the instability risk value of the tunnel face is greater, the advancement speed is lower; Zmin is the minimum interval distance between the tunnel face and the potential rock burst point.

[0024] In some embodiments, analysis is performed based on rock mass characteristic parameters to measure their impact on the tunnel face. The specific analysis steps are as follows:

[0025] 5-1: Set different structure types to correspond to a structure coefficient, call the structure type, and compare it with all the set structure types to match the corresponding structure coefficient;

[0026] 5-2: According to the three-dimensional model diagram, the structural surface area corresponding to each structure is calculated and recorded as βj, where j = 1, 2, 3...J, J is a positive integer, J is the total number of structural surfaces in the three-dimensional model, and j is the serial number of any structural surface;

[0027] 5-3: Based on the 3D model, the normal vectors of the tunnel face and the structural surface are drawn and recorded as and The dot product formula is used to calculate the cosine of the angle between the normal vector of the tunnel face and the normal vector of the rock mass structural surface. The specific dot product calculation formula is:

[0028]

[0029] 5-4: According to the three-dimensional model diagram, mark any point on the tunnel surface and its coordinates as Oi (Xi, Yi, Zi), set the plane equation coefficients of the structural surface as: A, B, C and D, and use the geometric formula to calculate the distance between the structural surface and any point on the tunnel surface by combining the coordinates of any point on the tunnel surface, and select the shortest distance as the calibration distance and record it as Lminj; the specific geometric calculation formula is:

[0030]

[0031] 5-5: Set different rock mass types to correspond to a rock mass stability base value, retrieve the rock mass type, and compare it with all the set types to match the corresponding rock mass stability base value, which is recorded as T;

[0032] 5-6: The structural coefficient βj, structural surface area Gj, cosine of the angle between the structural surface and the tunnel face cosθj, and calibrated distance Lminj of each structure are obtained, and the rock mass base value T corresponding to the tunnel face is normalized and its value is taken. The numerical value is calculated and analyzed by formula to obtain the instability value GL of the tunnel face at the relevant point; the specific calculation formula is:

[0033]

[0034] Among them, γ1, γ2, γ3, and γ4 are respectively the set weight constants; thus, the instability value of each relevant point to the tunnel face is recorded as GLa, where a=1,2,3……A, A is a positive integer, A is the total number of relevant points within the relevant range, and a is any relevant point among them;

[0035] 5-7: The potential risk value of each relevant point is retrieved and recorded as Ua; the instability value GLa of each relevant point on the tunnel face, the potential risk value Ua of the relevant point and the rock mass stability base value T are normalized and their values ​​are taken, and the instability risk value UT of the tunnel face is obtained by numerical analysis. The specific calculation formula is:

[0036]

[0037] Among them, μ1, μ2, and μ3 are the set weight constants respectively.

[0038] In some embodiments, the plane equation of the structural surface is derived as follows:

[0039] Step 1: Construct a vector, specifically:

[0040] Select three points on the structural surface, namely P1 (x1, y1, z1), P2 (x2, y2, z2) and P3 (x3, y3, z3); ​​in three-dimensional space, any two points can determine a vector. Select one point P1 and construct two vectors pointing from P1 to P2 and P3, respectively, denoted as and Specific and The coordinates are expressed as:

[0041]

[0042] Step 1: Calculate the normal vector, specifically:

[0043] By vector and The cross product (outer product) of the plane gives the normal vector of the plane Normal vector It is a vector perpendicular to the structural surface, and its components A, B, and C can be calculated by the following formula:

[0044]

[0045] Specifically expanded as follows:

[0046] A=(y2-y1)(z3-z1)-(y3-y1)(z2-z1)

[0047] B=(z2-z1)(x3-x1)-(z3-z1)(x2-x1)

[0048] C=(x2-x1)(y3-y1)-(x3-x1)(y2-y1)

[0049] Normal vector is the normal vector of the structural surface;

[0050] Step 3: Determine the plane equation, specifically:

[0051] Based on normal vector The plane equation can be written as:

[0052] A(x-x1)+B(y-y1)+C(z-z1)=0

[0053] Expanding and simplifying it gives the standard plane equation form:

[0054] Ax+By+Cz+D=0

[0055] The constant term D can be obtained by substituting P1(x1,y1,z1) into:

[0056] D=-(Ax1+By1+Cz1)

[0057] From this, the plane equation coefficients of the structural surface can be derived as: A, B, C, D.

[0058] Compared with the prior art, the present invention has the following beneficial effects:

[0059] 1. By using 3D visualization technology, the geological structure between the tunnel face and its related points is clearly displayed, so that technicians can have a more intuitive understanding of potential risk points and accurately identify geological features closely related to the tunnel face, so as to formulate targeted risk response strategies;

[0060] 2. Through in-depth analysis of rock mass characteristic parameters to establish the relationship between structural coefficient and stability base value, scientific instability value calculation can be provided for each relevant point, which helps to comprehensively evaluate the impact of rock mass on the tunnel face, thereby providing data support for the effective implementation of rock burst risk elimination strategy in tunnel excavation;

[0061] 3. Through real-time monitoring and analysis of instability risk values, technical personnel can flexibly adjust rockburst prevention measures according to the actual situation of the tunnel face and the instability risk value of the tunnel face to ensure that stress is appropriately released, avoid the formation of high stress areas, and reduce the possibility of rockbursts. Real-time monitoring and dynamic adjustment are achieved, rockburst prevention measures are optimized, and operational safety and efficiency are significantly improved. BRIEF DESCRIPTION OF THE DRAWINGS

[0062] In order to more clearly illustrate the technical solutions in the embodiments of the present application or the conventional technology, the drawings required for use in the embodiments or the conventional technology descriptions are briefly introduced below. Obviously, the drawings described below are only some embodiments of the present application. For ordinary technicians in this field, other drawings can be obtained based on these drawings without creative work.

[0063] Figure 1 It is a principle block diagram of the present invention. DETAILED DESCRIPTION

[0064] In order to make the above-mentioned objects, features and advantages of the present invention more obvious and easy to understand, the specific embodiments of the present invention are described in detail below in conjunction with the accompanying drawings. In the following description, many specific details are set forth to facilitate a full understanding of the present invention. However, the present invention can be implemented in many other ways different from those described herein, and those skilled in the art can make similar improvements without violating the connotation of the present invention, so the present invention is not limited by the specific embodiments disclosed below.

[0065] like Figure 1 As shown, a method for eliminating rock burst risk in tunnel excavation comprises the following steps:

[0066] R1: Analyze the spatial distribution, intensity and frequency of microseismic events through microseismic monitoring data to determine the potential points where rock burst may occur and their corresponding potential risk values ​​(it should be noted that the potential risk value refers to the possible value of rock burst at the potential point) and specific locations; calculate the interval distance between each rock burst point and the tunnel face, select the largest interval distance as Zmax, and select the smallest interval distance as Zmin;

[0067] R2: With the tunnel face as the center and a certain distance (the certain distance here is usually set by the personnel in this field according to the actual needs of on-site excavation) as the radius, a circle is drawn to form the relevant range of the tunnel face, and the potential points within the relevant range are taken as the relevant points of the tunnel face; the geological structure information inside the rock mass within the relevant range is obtained by geological radar scanning, three-dimensional scanning and geological exploration, wherein the geological structure information includes the three-dimensional position and direction of the tunnel face and the rock layers, joints, cracks and faults between the tunnel face and the relevant points; the rendering function of the modeling software is used to generate a three-dimensional visualization image of the rock structure between the tunnel face and the relevant points, and it is recorded as a three-dimensional model map, thereby obtaining several three-dimensional model maps, wherein one relevant point corresponds to a three-dimensional model map, showing the details of the rock structure of the point and its surroundings, and multiple relevant points will generate multiple models; the rendering function of the modeling software is used to generate a three-dimensional visualization image of the rock structure between the tunnel face and the relevant points (the rock structure here refers to joints, cracks and faults, etc.); each structural surface can be marked with transparent, semi-transparent or different colors to help clearly show their spatial relationship with the tunnel face;

[0068] By adopting 3D visualization technology, the geological structure between the tunnel face and its related points is clearly displayed, allowing technicians to have a more intuitive understanding of potential risk points and accurately identify geological features closely related to the tunnel face, thereby formulating targeted risk response strategies.

[0069] R3: The rock mass characteristic parameters between the tunnel face and relevant points are obtained by conducting site exploration before tunnel excavation. The rock mass characteristic parameters include rock mass type, number of rock mass structures, structural type of each rock mass structure, and positional relationship between rock mass structure and tunnel face. Specific rock mass structures include joints, fissures and faults. When the positional relationship between the rock mass structure and the tunnel face is a tangent relationship, the greater the impact on the stability of the tunnel face. Joints, fissures and faults are natural weak surfaces in the rock mass, which greatly weaken the integrity of the rock mass. When the rock mass structure surface is tangent to the tunnel face, the support force on the tunnel face is uneven, especially the tangent position is more likely to produce uneven stress concentration, which in turn affects the stability of the tunnel face and increases the risk of rock mass sliding, collapse, and even rock burst. According to the rock mass characteristic parameters, analysis is carried out to measure its impact on the tunnel face, and the instability risk value of the tunnel face is obtained accordingly. Specifically:

[0070] Set a structural coefficient corresponding to each different structural type, call the structural type, and compare it with all the set structural types to match the corresponding structural coefficient, recorded as βj; it should be noted that the structural coefficients corresponding to different structural types, faults are large fracture zones with obvious displacement in the rock mass. Since fault zones generally have greater penetration and high stress concentration effects, they have a greater impact on the farthest safe distance; the structural coefficient corresponding to a specific fault is greater than the structural coefficient corresponding to a crack; the structural coefficient corresponding to a crack is greater than the structural coefficient corresponding to a joint;

[0071] The structural surface area corresponding to each structure is calculated according to the three-dimensional model diagram and recorded as Gj, where j = 1, 2, 3...J, J is a positive integer, J is the total number of structural surfaces in the three-dimensional model, and j is the serial number of any structural surface. It should be noted that the larger the structural surface area, the greater its impact on the stability of the tunnel face, because it not only expands the range of stress concentration, but also increases the potential scale of rock mass damage and rock burst risk;

[0072] According to the 3D model, the normal vectors of the tunnel face and the structural surface are drawn and recorded as and The cosine of the angle between the normal vector of the tunnel face and the normal vector of the rock mass structural surface can be calculated by the dot product formula. The specific dot product calculation formula is:

[0073]

[0074] According to the three-dimensional model diagram, any point on the tunnel surface and its coordinates are marked as Oi (Xi, Yi, Zi), and the plane equation coefficients of the structural surface corresponding to the structure are recorded as A, B, C, and D; the distance Lij between the structural surface and any point on the tunnel surface is calculated by the geometric formula, and the shortest distance is selected as the calibration distance and recorded as Lminj; the specific geometric calculation formula is:

[0075]

[0076] The plane equation coefficients A, B, C, and D of the structural surface are derived through geometric relationships; the specific derivation process is:

[0077] Step 1: Construct a vector, specifically:

[0078] Select three points on the structural surface, namely P1 (x1, y1, z1), P2 (x2, y2, z2) and P3 (x3, y3, z3); ​​in three-dimensional space, any two points can determine a vector. Select one point P1 and construct two vectors pointing from P1 to P2 and P3, respectively, denoted as and Specific and The coordinates are expressed as:

[0079]

[0080] Step 1: Calculate the normal vector, specifically:

[0081] By vector and The cross product (outer product) of the plane gives the normal vector of the plane Normal vector It is a vector perpendicular to the structural surface, and its components A, B, and C can be calculated by the following formula:

[0082]

[0083] Specifically expanded as follows:

[0084] A=(y2-y1)(z3-z1)-(y3-y1)(z2-z1)

[0085] B=(z2-z1)(x3-x1)-(z3-z1)(x2-x1)

[0086] C=(x2-x1)(y3-y1)-(x3-x1)(y2-y1)

[0087] Normal vector is the normal vector of the structural surface;

[0088] Step 3: Determine the plane equation, specifically:

[0089] Based on normal vector The plane equation can be written as:

[0090] A(x-x1)+B(y-y1)+C(z-z1)=0

[0091] Expanding and simplifying it gives the standard plane equation form:

[0092] Ax+By+Cz+D=0

[0093] The constant term D can be obtained by substituting P1(x1,y1,z1) into:

[0094] D=-(Ax1+By1+Cz1)

[0095] From this, the plane equation coefficients of the structural surface can be deduced as: A, B, C, D;

[0096] Set a rock mass stability base value corresponding to each rock mass type, retrieve the rock mass type, and compare it with all the set types to match the corresponding rock mass stability base value, which is recorded as T; it should be noted that different types of rock mass correspond to different rock mass stability base values. For example, brittle rocks (such as granite and quartzite) are prone to sudden fractures accompanied by large energy release, and the rock mass stability base value corresponding to such rocks is smaller;

[0097] In summary, the structural coefficient βj, structural surface area Gj, cosine of the angle between the structural surface and the tunnel face cosθj, and calibration distance Lminj of each structure can be obtained, and the rock mass base value T corresponding to the tunnel face is normalized and its value is taken. The numerical value is calculated and analyzed by formula to obtain the instability value GL of the tunnel face at the relevant point; the specific calculation formula is:

[0098]

[0099] Among them, γ1, γ2, γ3, and γ4 are respectively the set weight constants. It can be seen from the formula that when the structural coefficient is larger, the structural surface area is larger, which means that the structure has a greater influence on the stability of the tunnel face, and the instability value is larger; when the calibration distance is smaller, it means that the structure is closer to the tunnel face, and the instability value is larger; when the position relationship between the structural surface and the tunnel face is tangent, θ is 90°. Compared with other position relationships, the position at this time has the greatest influence on the tunnel face, and the instability value is larger; thus, the instability value of each relevant point to the tunnel face is recorded as GLa, where a=1,2,3……A, A is a positive integer, A is the total number of relevant points in the relevant range, and a is any relevant point among them;

[0100] The potential risk value of each relevant point is retrieved and recorded as Ua; the instability value GLa of each relevant point on the tunnel face, the potential risk value Ua of the relevant point and the rock mass stability base value T are normalized and their values ​​are taken, and the instability risk value UT of the tunnel face is obtained by numerical analysis. The specific calculation formula is:

[0101]

[0102] Among them, μ1, μ2, and μ3 are the set weight constants. It can be seen from the formula that when the potential risk value of each relevant point is larger, the instability value is larger, which means that the potential rock burst point and the rock mass structure between the potential rock burst point and the tunnel face have a greater impact on the stability of the tunnel face, and the instability risk value is larger; when the rock mass stability base value is smaller, the instability risk value is larger;

[0103] By deeply analyzing the rock mass characteristic parameters to establish the relationship between the structural coefficient and the basic stability value, a scientific instability value calculation can be provided for each relevant point, which helps to comprehensively evaluate the impact of the rock mass on the tunnel face, thereby providing data support for the effective implementation of rock burst risk elimination strategies in tunnel excavation.

[0104] R4: Eliminate rockburst risk based on the instability risk value of the tunnel face to ensure the safety of tunnel excavation; the specific steps for eliminating risk are:

[0105] Step 1: retrieve the instability risk value and compare it with the set risk interval. When the instability risk value is greater than the maximum value in the set risk interval, it means that the tunnel face is threatened by a greater rock burst risk and the risk is greater, then execute step 2: when the instability risk value is within the set interval, then execute step 3; when the instability risk value is less than the minimum value in the set risk interval, it means that the potential rock burst risk of the tunnel face is relatively small, and at this time, it is only necessary to control the maximum safety distance, then execute step 4:

[0106] Step 2: Perform blasting decompression according to blasting parameters: Ensure that rock stress is properly released through directional blasting, prevent the tunnel face from entering the high stress area, and avoid uncontrolled rock bursts; specific blasting parameters include blasting radius R 爆破 and blasting charge Q 爆破 ; The specific calculation formula is:

[0107]

[0108] Where η is the set range conversion coefficient, K represents the blasting coefficient, which is generally obtained through experiments or engineering experience; when the blasting is completed, it returns to R1;

[0109] Step 3: Perform drilling pressure relief according to drilling parameters: release local high stress through drilling to reduce the possibility of rock burst; specific drilling parameters include the number of holes S and the drilling depth H; the specific calculation formula is:

[0110]

[0111] Among them, α1 and α2 are set empirical coefficients, W is the area of ​​the tunnel face, and R 孔 is the radius of the pressure relief hole; Zmax is the maximum distance between the tunnel face and the potential rock burst point; after the pressure relief is completed, it returns to R1;

[0112] Step 4: Excavate according to the footage parameters. The specific footage parameters include the footage speed V safe and the maximum safety distance L safe , the specific calculation formula is:

[0113]

[0114] Among them, λ1 and λ2 are the set adjustment coefficients, Vmax is the set maximum excavation speed (the optimal excavation speed when there is no rock burst risk). The greater the instability risk value of the tunnel face, the lower the footage speed; Zmin is the minimum interval distance between the tunnel face and the potential rock burst point; the distance between the potential rock burst point and the tunnel face is adjusted by the footage parameter to ensure that the distance between the excavation position and the potential rock burst point is not less than the farthest safe distance, so that the rock burst risk is controlled during the tunnel face advancement process;

[0115] R5: Repeat the above steps R1-R4 until the tunnel excavation work is completed;

[0116] By real-time monitoring and analysis of instability risk values, technicians can flexibly adjust rockburst prevention measures according to the actual situation of the tunnel face and the instability risk value of the tunnel face, to ensure that stress is appropriately released, avoid the formation of high stress areas, and reduce the possibility of rockbursts. Real-time monitoring and dynamic adjustment are achieved, rockburst prevention measures are optimized, and operational safety and efficiency are significantly improved.

[0117] The above formulas are all obtained by collecting a large amount of data and performing software simulation, and a formula close to the actual value is selected. The coefficients in the formula are set by technicians in this field according to actual conditions.

[0118] The technical features of the above-described embodiments may be arbitrarily combined. To make the description concise, not all possible combinations of the technical features in the above-described embodiments are described. However, as long as there is no contradiction in the combination of these technical features, they should be considered to be within the scope of this specification.

[0119] The above-mentioned embodiments only express several implementation methods of the present invention, and the descriptions thereof are relatively specific and detailed, but they cannot be understood as limiting the scope of the invention patent. It should be pointed out that, for ordinary technicians in this field, several variations and improvements can be made without departing from the concept of the present invention, and these all belong to the protection scope of the present invention. Therefore, the protection scope of the patent of the present invention shall be subject to the attached claims.

Claims

1. A method for eliminating rock burst risk in tunnel excavation, characterized in that: The following steps are involved: R1: Analyze the spatial distribution, intensity and frequency of microseismic events through microseismic monitoring data to determine the potential points where rock bursts may occur and their corresponding potential risk values; Calculate the distance between each rockburst point and the tunnel face, select the largest distance as Zmax, and select the smallest distance as Zmin; R2: With the tunnel face as the center and a certain distance as the radius, a circle is drawn to form the relevant range of the tunnel face, and the potential points within the relevant range are taken as the relevant points of the tunnel face; the geological structure information inside the rock mass within the relevant range is obtained based on geological radar scanning, three-dimensional laser scanning and geological exploration, and a three-dimensional visualization image of the rock mass structure between the tunnel face and the relevant points is generated, and it is recorded as a three-dimensional model map, thereby obtaining several three-dimensional model maps; R3: Before tunnel excavation, the rock mass characteristic parameters between the tunnel face and relevant points are obtained by conducting site exploration, where the rock mass characteristic parameters include rock mass type, number of rock mass structures, structural type of each rock mass structure, and positional relationship between rock mass structure and tunnel face; the rock mass characteristic parameters are analyzed to measure their influence on the tunnel face, and the instability risk value of the tunnel face is obtained accordingly; R4: Elimination of rockburst risk based on the instability risk value of the tunnel face is as follows: Step 1: retrieve the instability risk value and compare it with the set risk range. When the instability risk value is greater than the maximum value in the set risk range, execute step 2: when the instability risk value is within the set range, execute step 3; when the instability risk value is less than the minimum value in the set risk range, execute step 4: Step 2: Perform blasting decompression according to blasting parameters. Specific blasting parameters include blasting radius R 爆破 and blasting charge Q 爆破 ; When the blasting pressure relief is completed, it returns to R1; Step 3: Perform drilling pressure relief according to drilling parameters, the drilling parameters include the number of holes S and the drilling depth H; when the drilling pressure relief is completed, return to R1; Step 4: Excavate according to the footage parameters. The specific footage parameters include the footage speed V safe and the maximum safety distance L safe ; R5: Repeat the above steps R1-R4 until the tunnel excavation work is completed.

2. A method for eliminating rock burst risk in tunnel excavation according to claim 1, characterized in that: The calculation process of blasting parameters is: Where η is the set range conversion coefficient, K represents the blasting coefficient, and UT is the instability risk value of the tunnel face.

3. A method for eliminating rock burst risk in tunnel excavation according to claim 2, characterized in that: The calculation process of drilling parameters is: Among them, α1 and α2 are set empirical coefficients, W is the area of ​​the tunnel face, R 孔 is the radius of the pressure relief hole; Zmax is the maximum spacing distance between the tunnel face and the potential rock burst point.

4. A method for eliminating rock burst risk in tunnel excavation according to claim 3, characterized in that: The calculation process of footage parameters is: Where λ1 and λ2 are the set adjustment coefficients, Vmax is the set maximum excavation speed, and Zmin is the minimum spacing distance between the tunnel face and the potential rock burst point.

5. A method for eliminating rock burst risk in tunnel excavation according to claim 1, characterized in that: The rock mass characteristic parameters are analyzed to measure their influence on the tunnel face. The specific analysis steps are as follows: 5-1: Set different structure types to correspond to a structure coefficient, call the structure type, and compare it with all the set structure types to match the corresponding structure coefficient; 5-2: Calculate the structural surface area corresponding to each structure based on the three-dimensional model diagram; 5-3: Based on the 3D model, the normal vectors of the tunnel face and the structural surface are drawn, and the cosine of the angle between the normal vector of the tunnel face and the normal vector of the rock mass structural surface is calculated accordingly; 5-4: According to the three-dimensional model diagram, set the plane equation coefficients of the structural surface as A, B, C and D for any point on the tunnel surface and its coordinates, and calculate the distance between the structural surface and any point on the tunnel surface through geometric formulas with the coordinates of any point on the tunnel surface, and select the shortest distance as the calibration distance; 5-5: Set different rock types to correspond to a rock stability base value, call the rock type, and compare it with all the set types to match the corresponding rock stability base value; 5-6: The structural coefficient, structural surface area, cosine of the angle between the structural surface and the tunnel face, and calibrated distance of each structure are obtained, and they are normalized with the rock mass base value corresponding to the tunnel face and their values ​​are taken. The numerical values ​​are calculated and analyzed by formula to obtain the instability value of the relevant points to the tunnel face; 5-7: Retrieve the potential risk value of each relevant point; normalize the instability value of the tunnel face at each relevant point, the potential risk value of the relevant point and the rock mass stability base value and take their values, and perform numerical analysis to obtain the instability risk value of the tunnel face.

6. A method for eliminating rock burst risk in tunnel excavation according to claim 5, characterized in that: The derivation process of the plane equation of the structural surface is: Step 1: Construct a vector, specifically: Select three points on the structural surface, namely P1 (x1, y1, z1), P2 (x2, y2, z2) and P3 (x3, y3, z3); ​​in three-dimensional space, any two points determine a vector, select one point P1, and construct two vectors pointing from P1 to P2 and P3, respectively, denoted as and Specific and The coordinates are expressed as: Step 1: Calculate the normal vector, specifically: By vector and The cross product of Normal vector It is a vector perpendicular to the structural surface, and its components A, B, and C are calculated by the following formula: Specifically expanded as follows: A=(y2-y1)(z3-z1)-(y3-y1)(z2-z1) B=(z2-z1)(x3-x1)-(z3-z1)(x2-x1) C=(x2-x1)(y3-y1)-(x3-x1)(y2-y1) Normal vector is the normal vector of the structural surface; Step 3: Determine the plane equation, specifically: Based on normal vector The plane equation is written as: A(x-x1)+B(y-y1)+C(z-z1)=0 Expand and simplify it to get the standard plane equation form: Ax+By+Cz+D=0, where the constant term D can be obtained by substituting P1(x1,y1,z1): D=-(Ax1+By1+Cz1) The plane equation coefficients of the structural surface are derived as follows: A, B, C, D.

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