A method and system for classifying rockburst levels considering rock mass quality and blast damage.

Abstract

The present invention relates to the field of rockburst classification methods for tunnel engineering, and provides a rockburst classification method and system that considers rock mass quality and blasting damage. The method includes: measuring the tangential stress of the surrounding rock by a stress relief method; drilling holes at the surrounding rock of the excavation line, performing acoustic wave detection on the surrounding rock after blasting, measuring the longitudinal velocity of the acoustic wave at each position in the hole and the acoustic longitudinal wave velocity of the undamaged rock mass; calculating the geological strength index and the disturbance factor based on the acoustic longitudinal velocity and the acoustic longitudinal wave velocity of the undamaged rock mass; calculating the rock mass deformation modulus according to the geological strength index and the disturbance factor to further calculate the uniaxial compressive strength; calculating the shear stress rockburst evaluation standard according to the tangential stress and uniaxial compressive strength of the surrounding rock; multiplying the first rockburst loss coefficient, the second rockburst loss coefficient, the third rockburst loss coefficient and the shear stress rockburst evaluation standard to obtain the reduced shear stress rockburst evaluation standard, and judging the grade of the rockburst by this.

Description

Technical Field

[0001] The present invention relates to the field of rockburst classification methods for tunnel engineering, and in particular to a rockburst classification method and system that considers rock mass quality and blasting damage. Background Art

[0002] The statements in this section merely provide background information related to the present invention and do not necessarily constitute prior art.

[0003] Rockbursts usually occur when the tunnel face is under construction. If a small rockburst occurs, the rock layer will break, but there will be no rock falling off, which will not have a big impact on the construction site. If a large rockburst occurs, the rock will burst under the action of very high ground stress, and rock blocks of different sizes will break away from the original rock mass at a very high speed, and even large rock blocks will fall off directly. It will cause injuries and psychological impacts to the personnel on the construction site, and will also damage the construction machinery and completed structures.

[0004] There is a high ground stress in the rock mass, which exceeds the strength of the rock itself. At the same time, the rock has a high degree of brittleness and elasticity. Under such conditions, once the underground engineering activities destroy the original equilibrium state of the rock mass, the energy accumulated in the rock mass will be released, which will cause the rock to be destroyed and the broken rock to be thrown out. Rock burst is a common dynamic destruction phenomenon in the construction process of deep underground engineering. When the high elastic strain energy accumulated in the rock mass is greater than the energy consumed by the rock destruction, the balance of the rock structure is destroyed. The excess energy causes the rock to burst, causing rock fragments to peel off and collapse from the rock mass.

[0005] For this purpose, some domestic and foreign scholars have proposed fuzzy digital discrimination method, machine learning method, distance discrimination analysis method and unascertained measurement evaluation method. At the same time, some scholars have introduced the residual elastic energy index A EF , elastic strain potential energy PES and elastic energy index W ET However, most tunnel projects directly apply the method without summarizing and improving it according to the actual project conditions, which lacks pertinence and practicality. In addition, the structural surface of the surrounding rock will be disturbed by excavation many times in actual projects, which may cause the tendency of the surrounding rock to change. The above schemes and elastic indexes are more difficult to accurately evaluate the rock burst of the surrounding rock. Summary of the invention

[0006] In order to solve the technical problems existing in the above-mentioned background technology, the present invention provides a rockburst grade classification method and system taking into account rock mass quality and blasting damage. The present invention takes into account both the structural effect of the rock mass and the effect of excavation disturbance of the surrounding rock rockburst based on the surrounding rock rockburst grade evaluation formula. This method has strong practicality for the actual situation of the engineering construction process.

[0007] In order to achieve the above object, the present invention adopts the following technical solution:

[0008] A first aspect of the present invention provides a rockburst grade classification method taking into account rock mass quality and blasting damage.

[0009] A rockburst classification method considering rock mass quality and blasting damage includes:

[0010] Using stress relief method to measure the tangential stress σ of surrounding rock θ ;

[0011] Drill holes in the surrounding rock of the excavation line, perform acoustic wave detection on the surrounding rock after blasting, and measure the longitudinal velocity C of the acoustic wave at each position in the hole. P and the acoustic longitudinal wave velocity C of the undamaged rock mass P0 ;

[0012] Based on the longitudinal velocity of the sound wave C P and the acoustic longitudinal wave velocity C of the undamaged rock mass P0 , calculate the geological intensity index GSI and disturbance factor D;

[0013] According to the geological strength index GSI and the disturbance factor D, the rock deformation modulus E is calculated. m ;

[0014] According to the rock deformation modulus E m and geological strength index GSI, calculate the uniaxial compressive strength σ c ;

[0015] According to the tangential stress σ of the surrounding rock θ and uniaxial compressive strength σ c , calculate the shear stress rockburst evaluation standard T S ;

[0016] Calculate the rockburst loss factor K obtained by drilling camera technology 1 , vibration monitoring technology to determine the rock burst loss coefficient K 2 And the rock burst loss factor K calculated by the anchor dynamometer 3 ;

[0017] Rock burst loss factor K 1 , rock burst loss coefficient K 2 , rock burst loss coefficient K 3 and shear stress rockburst evaluation standard T S Multiply them together to get the reduced shear stress rockburst evaluation standard, which is used to determine the grade of rockburst.

[0018] Furthermore, the tangential stress σ of the surrounding rock θ for:

[0019]

[0020] In the formula, E represents the elastic modulus of rock, a represents δ 0° With α 1 The angle between 0° ,δ 45° ,δ 90° Indicates deformation in three directions: 0°, 45°, and 90°.

[0021] Furthermore, the geological strength index GSI is:

[0022] GSI = 11.907C P0 +5.347.

[0023] Furthermore, the disturbance factor D is:

[0024]

[0025] Furthermore, the uniaxial compressive strength σ c for:

[0026]

[0027] Furthermore, the shear stress rockburst evaluation standard T S for:

[0028]

[0029] Further, the rock burst loss coefficient K obtained by the borehole photography technique is calculated. 1 The process includes: using borehole photography technology to obtain the number and length of internal damage to determine the cracks, and evaluating the rock burst loss factor K based on the number and length of cracks determined by internal damage. 1 .

[0030] Furthermore, the vibration monitoring technology is used to calculate the rock burst loss coefficient K 2 The process includes: obtaining the PPV value based on vibration monitoring technology, and evaluating the rock burst loss factor K based on the PPV value. 2 .

[0031] Further, the rock burst loss coefficient K obtained by the anchor dynamometer is calculated. 3 The process includes: using anchor dynamometer to calculate the stress σ before blasting 0 and post-blasting stress σ 1 The value of the stress before blasting σ 0 and post-blasting stress σ 1 The stress relationship between the values ​​of 3 .

[0032] A second aspect of the present invention provides a rockburst grade classification system that takes into account rock mass quality and blasting damage.

[0033] A rockburst classification system that takes into account rock mass quality and blasting damage, including:

[0034] The stress measurement module is configured to measure the tangential stress σ of the surrounding rock using the stress relief method. θ ;

[0035] The velocity measurement module is configured to: drill holes in the surrounding rock of the excavation line, perform acoustic wave detection on the surrounding rock after blasting, and measure the longitudinal velocity C of the acoustic wave at each position in the hole. P and the acoustic longitudinal wave velocity C of the undamaged rock mass P0 ;

[0036] The first calculation module is configured to: based on the longitudinal velocity C of the acoustic wave P and the acoustic longitudinal wave velocity C of the undamaged rock mass P0 , calculate the geological intensity index GSI and disturbance factor D;

[0037] The second calculation module is configured to calculate the rock mass deformation modulus E according to the geological strength index GSI and the disturbance factor D. m ;

[0038] The third calculation module is configured to: m and geological strength index GSI, calculate the uniaxial compressive strength σ c ;

[0039] The fourth calculation module is configured to: calculate the tangential stress σ of the surrounding rock according to θ and uniaxial compressive strength σ c , calculate the shear stress rockburst evaluation standard T S ;

[0040] The fifth calculation module is configured to calculate the rock burst loss coefficient K obtained by drilling camera technology 1 , vibration monitoring technology to determine the rock burst loss coefficient K 2 And the rock burst loss factor K calculated by the anchor dynamometer 3 ;

[0041] The grade classification module is configured as follows: rock burst loss factor K 1 , rock burst loss coefficient K 2 , rock burst loss coefficient K 3 and shear stress rockburst evaluation standard T S Multiply them together to get the reduced shear stress rockburst evaluation standard, which is used to determine the grade of rockburst.

[0042] Compared with the prior art, the present invention has the following beneficial effects:

[0043] The present invention combines multiple evaluation criteria to make a more accurate assessment of rockbursts in surrounding rocks, thereby overcoming the drawbacks of the prior art that it has not been summarized and improved according to actual engineering conditions, and lacks pertinence and practicability; at the same time, it can also accurately judge changes in the tendency of surrounding rocks when the structural surface of the surrounding rocks is subjected to multiple excavation disturbances in actual engineering. BRIEF DESCRIPTION OF THE DRAWINGS

[0044] The accompanying drawings in the specification, which constitute a part of the present invention, are used to provide a further understanding of the present invention. The exemplary embodiments of the present invention and their descriptions are used to explain the present invention and do not constitute improper limitations on the present invention.

[0045] Figure 1 It is a flow chart of a rockburst grade classification method considering rock mass quality and blasting damage shown in the present invention. DETAILED DESCRIPTION

[0046] The present invention will be further described below in conjunction with the accompanying drawings and embodiments.

[0047] It should be noted that the following detailed descriptions are all illustrative and intended to provide further explanation of the present invention. Unless otherwise specified, all technical and scientific terms used herein have the same meanings as those commonly understood by those skilled in the art to which the present invention belongs.

[0048] It should be noted that the terms used herein are only for describing specific embodiments and are not intended to limit exemplary embodiments according to the present invention. As used herein, unless the context clearly indicates otherwise, the singular form is also intended to include the plural form. In addition, it should be understood that when the terms "comprising" and / or "including" are used in this specification, it indicates the presence of features, steps, operations, devices, components and / or combinations thereof.

[0049] It should be noted that the flowcharts and block diagrams in the accompanying drawings illustrate the possible implementation architecture, functions and operations of the methods and systems according to various embodiments of the present disclosure. It should be noted that each box in the flowchart or block diagram can represent a module, a program segment, or a part of a code, and the module, program segment, or a part of a code may include one or more executable instructions for implementing the logical functions specified in each embodiment. It should also be noted that in some alternative implementations, the functions marked in the box can also occur in an order different from that marked in the accompanying drawings. For example, two boxes represented in succession can actually be executed substantially in parallel, or they can sometimes be executed in the opposite order, depending on the functions involved. It should also be noted that each box in the flowchart and / or block diagram, and the combination of boxes in the flowchart and / or block diagram can be implemented using a dedicated hardware-based system that performs a specified function or operation, or can be implemented using a combination of dedicated hardware and computer instructions.

[0050] Embodiment 1

[0051] like Figure 1 As shown, this embodiment provides a rockburst grade classification method considering rock mass quality and blasting damage, including:

[0052] Using stress relief method to measure the tangential stress σ of surrounding rock θ ;

[0053] Drill holes in the surrounding rock of the excavation line, perform acoustic wave detection on the surrounding rock after blasting, and measure the longitudinal velocity C of the acoustic wave at each position in the hole. P and the acoustic longitudinal wave velocity C of the undamaged rock mass P0 ;

[0054] Based on the longitudinal velocity of the sound wave C P and the acoustic longitudinal wave velocity C of the undamaged rock mass P0 , calculate the geological intensity index GSI and disturbance factor D;

[0055] According to the geological strength index GSI and the disturbance factor D, the rock deformation modulus E is calculated. m ;

[0056] According to the rock deformation modulus E m and geological strength index GSI, calculate the uniaxial compressive strength σ c ;

[0057] According to the tangential stress σ of the surrounding rock θ and uniaxial compressive strength σ c , calculate the shear stress rockburst evaluation standard T S ;

[0058] Calculate the rockburst loss factor K obtained by drilling camera technology1 , vibration monitoring technology to determine the rock burst loss coefficient K 2 And the rock burst loss factor K calculated by the anchor dynamometer 3 ;

[0059] Rock burst loss factor K 1 , rock burst loss coefficient K 2 , rock burst loss coefficient K 3 and shear stress rockburst evaluation standard T S Multiply them together to get the reduced shear stress rockburst evaluation standard, which is used to determine the grade of rockburst.

[0060] The technical solution of this implementation is described in detail below:

[0061] The method comprises the following steps:

[0062] Step 1: The tangential stress σ of the borehole measured by the stress relief method θ , the specific steps are:

[0063] (1) Install a drilling rig at the selected test site, use a 130 mm drill bit to drill a hole, and drill to the test position;

[0064] (2) Use a drill to drill out a 5-6 cm bell mouth and connect the strain gauge to a special orienter to install the strain gauge;

[0065] (3) Take out the drill rod and the orienter, record the direction of each steel ring in the borehole, lead the measuring cable of the strain gauge from the release drill tool, and connect it to the resistance strain gauge in the prescribed order;

[0066] (4) Flush water into the borehole and read the readings every 12 minutes. The readings are considered stable if they differ by no more than 6 pe for three consecutive times. Drilling can then be started.

[0067] (5) During the release process, record the reading of the steel ring every 1.5 cm. When it is determined to be stable, stop drilling;

[0068] (6) Remove the drill bit and the core, and obtain four deformation quantities by removing the deformation and strain difference before and after the core is released, thereby calculating the tangential stress of the cross section of the rock mass borehole.

[0069] Among them, the shear stress σ θ The calculation formula is:

[0070]

[0071] Where, E represents the elastic modulus of rock, MPa; a represents δ 0° With α 1 The angle between 0° ,δ 45° ,δ 90°Indicates deformation in three directions: 0°, 45°, and 90°, 10-3mm.

[0072] Step 2: Drill four holes at a spacing of 5m and a depth of 12m in the excavation disturbance surface under study for perforation blasting, and use acoustic testing technology to detect electric sparks and range. After each blast, measure the acoustic wave velocity of the acoustic test hole to evaluate the development of the damaged area under multiple blasting operations. In addition, this acoustic tester, equipped with a transmitter and two receivers, can also test the acoustic longitudinal wave velocity C of the rock in a separate tunnel p and the acoustic longitudinal wave velocity C of the undamaged rock mass p0 .

[0073] Step 3: The average wave velocity C of the rock mass within the excavation disturbance range determined in step 2 p0 ; Then the geological strength index GSI of the surrounding rock is expressed as:

[0074] GSI = 11.907C P0 +5.347 (2)

[0075] The geodetic strength index GSI of the surrounding rock can be quantitatively calculated by the above formula (2); the quantitative relationship between the disturbance factor D and the acoustic wave P wave velocity of the rock mass is:

[0076]

[0077] Step 4: Combine the measured acoustic P wave velocity at different locations from the excavation contour surface to calculate the disturbance factor D at different locations. The empirical formula for estimating the rock mass deformation modulus using the disturbance factor D and the geological strength index GSI is:

[0078]

[0079] Step 5: The deformation modulus of the rock mass can also be estimated by the following formula:

[0080]

[0081] According to formula (5), we can get σ c for:

[0082]

[0083] Step 6: Shear stress rockburst evaluation criteria (T S ), maximum tangential stress of surrounding rock (σ θ ) and uniaxial compressive strength (σ c ) is:

[0084]

[0085] Step 7: The plane unfolding image of the borehole camera technology is to unfold the panoramic three-dimensional image obtained based on the digital borehole imaging technology to obtain a two-dimensional image containing a 360-degree section of the complete borehole wall. The borehole camera technology system consists of a probe, a depth recorder, a cable and a cable winch, a computer equipped with an image processing program, and a control box. The probe (including a digital camera, camera lens, compass and light window) is lowered into the borehole through the cable, and then the image is transferred to the computer for processing and display using the conversion module in the software system. The borehole camera technology determines the number (X) and length (L) m of the cracks based on the internal damage, and evaluates the damage coefficient K. 1 , the specific identification is shown in the table:

[0086] Table 1 Number (X) and length (L) of cracks and damage factor K 1 Judgment

[0087] Number (X) and length (L) of cracks <![CDATA[Depreciation coefficient K 1 > 0≤X<5 or 0≤L<0.3 0.3 5≤X<10 or 0.3≤L<0.6 0.5 10≤X<20 or 0.6≤L<1 0.8 20≤X or 1≤L 1.2

[0088] Step 8: On the side of the borehole, blasting vibration monitoring devices are arranged at intervals of 2m. The monitoring device includes a data recording system and a velocity sensor, with a sampling frequency of 0 to 200kHz and an error within ±0.5%. The monitoring duration is set to 1s. The components of the three velocity directions of horizontal radial, horizontal tangential and vertical are measured. The PPV modeling and the measured results of the field point measurement point are as follows:

[0089]

[0090] Among them, V R 、V T and V Z Represents the radial, tangential and vertical components of particle velocity respectively. Determine the loss coefficient K based on the PPV value (cm / s) 2 The specific judgment is shown in Table 2:

[0091] Table 2 PPV value and loss factor K 2 Judgment

[0092] PPV value <![CDATA[Depreciation coefficient K 2 > 0<PPV≤15 1.2 15≤PPV<30 0.8 15≤PPV<30 0.5

[0093] Step 9: The anchor dynamometer determines the load on the tail of the anchor by measuring the oil pressure of the hydraulic pillow. Place the hydraulic pillow under the anchor support plate. The anchor is pressed against the support plate. The support plate transmits the pressure to the hydraulic pillow, causing the oil pressure in the hydraulic pillow to increase. The pressure gauge reads the pressure value. After a simple conversion, the stress before blasting σ can be calculated. 0 and post-blasting stress σ 1 The stress relationship is:

[0094]

[0095] According to the ratio coefficient Estimated loss factor K 3 The specific judgment is shown in Table 3:

[0096] Table 3 Ratio coefficient Estimated loss factor K 3 Judgment

[0097]

[0098] Step 10: (1) Combine Table 1, Table 2 and Table 3 to reduce the post-shear stress rockburst evaluation standard (T S / )for:

[0099]

[0100] (2) The maximum tangential stress σ of the surrounding rock θ , uniaxial compressive strengthσ c And the loss factor K obtained by different methods 1 K 2 K 3 Based on the comprehensive consideration of the above formula (9), the standard for directional evaluation of surrounding rock rockburst tendency is shown in Table 4:

[0101] Table 4 Evaluation criteria for rockburst after shear stress reduction and judgment of rockburst grade

[0102]

[0103] Combining the above formula and the surrounding rock shear stress evaluation standard (T s / ), the rockburst tendency of surrounding rock at different depths can be quantitatively evaluated.

[0104] The surrounding rock rockburst grade evaluation formula takes into account both the structural effect of the rock mass and the role of the surrounding rock rockburst excavation disturbance. This method is highly practical for the actual situation of the engineering construction process.

[0105] Embodiment 2

[0106] This embodiment provides a rockburst grade classification system that takes into account rock mass quality and blasting damage.

[0107] A rockburst classification system that takes into account rock mass quality and blasting damage, including:

[0108] The stress measurement module is configured to measure the tangential stress σ of the surrounding rock using the stress relief method. θ ;

[0109] The velocity measurement module is configured to: drill holes in the surrounding rock of the excavation line, perform acoustic wave detection on the surrounding rock after blasting, and measure the longitudinal velocity C of the acoustic wave at each position in the hole. P and the acoustic longitudinal wave velocity C of the undamaged rock mass P0 ;

[0110] The first calculation module is configured to: based on the longitudinal velocity C of the acoustic wave P and the acoustic longitudinal wave velocity C of the undamaged rock mass P0 , calculate the geological intensity index GSI and disturbance factor D;

[0111] The second calculation module is configured to calculate the rock mass deformation modulus E according to the geological strength index GSI and the disturbance factor D. m ;

[0112] The third calculation module is configured to: m and geological strength index GSI, calculate the uniaxial compressive strength σ c ;

[0113] The fourth calculation module is configured to: calculate the tangential stress σ of the surrounding rock according to θ and uniaxial compressive strength σ c , calculate the shear stress rockburst evaluation standard T S ;

[0114] The fifth calculation module is configured to calculate the rock burst loss coefficient K obtained by drilling camera technology 1 , vibration monitoring technology to determine the rock burst loss coefficient K 2 And the rock burst loss factor K calculated by the anchor dynamometer 3 ;

[0115] The grade classification module is configured as follows: rock burst loss factor K 1 , rock burst loss coefficient K 2 , rock burst loss coefficient K 3 and shear stress rockburst evaluation standard T S Multiply them together to get the reduced shear stress rockburst evaluation standard, which is used to determine the grade of rockburst.

[0116] It should be noted that the stress measurement module, speed measurement module, first calculation module, second calculation module, third calculation module, fourth calculation module, fifth calculation module and grade classification module are the same as the examples and application scenarios implemented by steps 1 to 10 in Embodiment 1, but are not limited to the contents disclosed in Embodiment 1. It should be noted that the above modules as part of the system can be executed in a computer system such as a set of computer executable instructions.

[0117] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. For those skilled in the art, the present invention may have various modifications and variations. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present invention shall be included in the protection scope of the present invention.

Claims

1. A rockburst grade classification method considering rock mass quality and blasting damage, characterized in that: include: Using stress relief method to measure the tangential stress σ of surrounding rock θ ; Drill holes in the surrounding rock of the excavation line, perform acoustic wave detection on the surrounding rock after blasting, and measure the longitudinal velocity C of the acoustic wave at each position in the hole. P and the acoustic longitudinal wave velocity C of the undamaged rock mass P0 ; Based on the longitudinal velocity of the sound wave C P and the acoustic longitudinal wave velocity C of the undamaged rock mass P0 , calculate the geological intensity index GSI and disturbance factor D; According to the geological strength index GSI and the disturbance factor D, the rock deformation modulus E is calculated. m ; According to the rock deformation modulus E m and geological strength index GSI, calculate the uniaxial compressive strength σ c ; According to the tangential stress σ of the surrounding rock θ and uniaxial compressive strength σ c , calculate the shear stress rockburst evaluation standard T S ; Calculate the rock burst loss coefficient K1 obtained by borehole photography technology, the rock burst loss coefficient K2 obtained by vibration monitoring technology, and the rock burst loss coefficient K3 obtained by anchor dynamometer; Rockburst loss coefficient K1, rockburst loss coefficient K2, rockburst loss coefficient K3 and shear stress rockburst evaluation standard T S Multiply them together to get the reduced shear stress rockburst evaluation standard, which is used to determine the grade of rockburst; The tangential stress σ of the surrounding rock θ for: In the formula, E represents the elastic modulus of rock, a represents δ 00 The angle between α1 and δ 00 , δ 450 , δ 900 Indicates deformation in three directions: 0°, 45°, and 90°; The geological intensity index GSI is: GSI=11.907C P0 +5.347 (2); The disturbance factor D is: The uniaxial compressive strength σ c for: The shear stress rockburst evaluation standard T S for:

2. The rockburst grade classification method considering rock mass quality and blasting damage according to claim 1 is characterized in that: The process of calculating the rockburst loss coefficient K1 obtained by the borehole photography technology includes: using the borehole photography technology to obtain the number and length of internal damage judgment cracks, and evaluating the rockburst loss coefficient K1 according to the number and length of the internal damage judgment cracks.

3. The rockburst grade classification method considering rock mass quality and blasting damage according to claim 1 is characterized in that: The process of calculating the rock burst loss coefficient K2 using the vibration monitoring technology includes: obtaining a PPV value based on the vibration monitoring technology, and evaluating the rock burst loss coefficient K2 based on the PPV value.

4. The rockburst grade classification method considering rock mass quality and blasting damage according to claim 1 is characterized in that: The process of calculating the rockburst loss coefficient K3 obtained by the anchor dynamometer includes: using the anchor dynamometer to calculate the values ​​of the pre-blasting stress σ0 and the post-blasting stress σ1, and evaluating the rockburst loss coefficient K3 based on the stress relationship between the values ​​of the pre-blasting stress σ0 and the post-blasting stress σ1.

5. A rockburst grade classification system taking into account rock mass quality and blasting damage, characterized in that: include: The stress measurement module is configured to measure the tangential stress σ of the surrounding rock using the stress relief method. θ ; The velocity measurement module is configured to: drill holes in the surrounding rock of the excavation line, perform acoustic wave detection on the surrounding rock after blasting, and measure the longitudinal velocity C of the acoustic wave at each position in the hole. P and the acoustic longitudinal wave velocity C of the undamaged rock mass P0 ; The first calculation module is configured to: based on the longitudinal velocity C of the acoustic wave P and the acoustic longitudinal wave velocity C of the undamaged rock mass P0 , calculate the geological intensity index GSI and disturbance factor D; The second calculation module is configured to calculate the rock deformation modulus E according to the geological strength index GSI and the disturbance factor D. m ; The third calculation module is configured to: m and geological strength index GSI, calculate the uniaxial compressive strength σ c ; The fourth calculation module is configured to: calculate the tangential stress σ of the surrounding rock according to θ and uniaxial compressive strength σ c , calculate the shear stress rockburst evaluation standard T S ; A fifth calculation module is configured to calculate the rock burst loss coefficient K1 obtained by the drilling camera technology, the rock burst loss coefficient K2 obtained by the vibration monitoring technology, and the rock burst loss coefficient K3 obtained by the anchor dynamometer; The grade classification module is configured as follows: rock burst loss coefficient K1, rock burst loss coefficient K2, rock burst loss coefficient K3 and shear stress rock burst evaluation standard T S Multiply them together to get the reduced shear stress rockburst evaluation standard, which is used to determine the grade of rockburst; The tangential stress σ of the surrounding rock θ for: In the formula, E represents the elastic modulus of rock, a represents δ 00 The angle between α1 and δ 00 , δ 450 , δ 900 Indicates deformation in three directions: 0°, 45°, and 90°; The geological intensity index GSI is: GSI=11.907C P0 +5.347 (2); The disturbance factor D is: The uniaxial compressive strength σ c for: The shear stress rockburst evaluation standard T S for:

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