A quantitative evaluation method for the rockburst proneness of surrounding rock considering the excavation disturbance effect

Abstract

The present invention relates to a quantitative evaluation method for the rockburst proneness of surrounding rock considering the excavation disturbance effect. The basic quality grade, geological strength index, and uniaxial compressive strength of intact rock of the surrounding rock are directly obtained according to the engineering geological exploration data; preliminarily judge whether the surrounding rock has the proneness to rockburst; judge the on-site acoustic wave test conditions of the surrounding rock. If the conditions are not met, the damage factor characterizing the damage degree of the surrounding rock is determined according to the Hoek-Brown strength criterion in combination with the damage situation of the surrounding rock after excavation on-site; if the conditions are met, the acoustic wave velocities at different depths on the surface of the surrounding rock are obtained, and the ranges of the damaged area and the original rock area are determined; the deformation modulus of the rock mass in the original rock area is determined; the rockburst proneness of the rock mass in the original rock area and the damaged area is evaluated; the present invention aims to solve the problem of the cumbersome evaluation process for the rockburst proneness of surrounding rock with different degrees of damage caused by the excavation disturbance effect, so as to realize the rapid evaluation of the rockburst proneness of the surrounding rock.

Description

Technical Field

[0001] The present invention relates to a quantitative evaluation method for the rockburst proneness of surrounding rock considering the excavation disturbance effect, and belongs to the field of evaluation of the rockburst proneness of surrounding rock in underground engineering. Background Art

[0002] The rapid development of the economy and society has made it normal to carry out resource development and space utilization in rock masses more than a thousand meters deep underground. With the gradual increase in burial depth, rockburst disasters frequently occur during the construction of deep rock engineering such as hydropower tunnels, traffic tunnels, underground mines, and underground laboratories, posing a huge threat to the safety of on-site personnel, equipment, and support systems, and even triggering earthquakes to destroy the entire project. In view of the complexity, randomness, and harmfulness of rockbursts, the evaluation of the rockburst proneness of rock materials has become an important part of the existing prediction of rockburst intensity and can provide important reference value for the prevention and control of rockbursts in surrounding rock.

[0003] In this regard, many scholars have carried out a large number of studies on the rockburst proneness of rock materials from the energy perspective. Common rockburst criteria include the elastic energy index W ET , the energy impact index A CF , the elastic strain potential energy PES, and the residual elastic energy index A EF , etc. However, among these criteria, some only consider the energy evolution characteristics before the peak of the rock stress-strain curve (such as A CF and PES), without considering that the failure of the rock occurs in the post-peak stage, and thus the energy characteristics after the peak of the rock are not reflected in the criterion. Secondly, some criteria are essentially dimensionless relative ratio forms (such as A CF ), which are not the same as the unit of energy and cannot directly reflect the energy state before and after the peak. In addition, W ET , A CF and PES also do not correspond and compare the rockburst proneness results with the failure characteristics of the specimens. The above shortcomings have caused many misjudgments when using W ET , A CF and PES to evaluate the rockburst proneness. The residual elastic energy index A EF proposed by Gong Fengqiang not only considers the energy characteristics before and after the peak of the rock, but also conducts a comparative evaluation of the failure state of the rock and the rockburst proneness. A large number of studies have shown that, compared with other rockburst proneness criteria, A EF has the highest correctness in evaluating the rockburst proneness of rocks and is exactly the same as the actual rockburst grade of the rock. A EF has now been recognized by a wide range of scholars.

[0004] All of the above rockburst proneness criteria need to drill cores from the rock mass at the engineering site, prepare specimens in the laboratory, and then use a compression testing machine to conduct uniaxial compression tests on the specimens to obtain the stress-strain curve and calculate the results. However, during the construction of deep rock engineering, affected by excavation disturbance (stress redistribution caused by dynamic load and excavation unloading), an excavation damage zone will be formed within a certain depth from the surrounding rock surface. A large number of secondary cracks will be generated in the rock mass in the damage zone, and the mechanical properties will deteriorate. The mechanical properties of rock masses with different damage degrees are very different, and their corresponding rockburst proneness may also vary. Accurately evaluating the rockburst proneness of surrounding rocks with different damage degrees is crucial for the prediction and prevention of rockbursts. In this regard, the most direct and accurate method is to conduct uniaxial compression tests on rock specimens prepared by drilling cores from rock masses with different damage degrees. However, this process has problems such as difficult specimen preparation, a large number of specimens to be prepared, cumbersome test operations, long test cycles, and high economic costs, which bring great difficulties to the evaluation of the rockburst proneness of surrounding rocks with different damage degrees. Therefore, it is necessary to establish a quantitative evaluation method for the rockburst proneness of surrounding rocks considering the excavation disturbance effect. Summary of the Invention

[0005] The present invention provides a quantitative evaluation method for the rockburst proneness of surrounding rocks considering the excavation disturbance effect, aiming to solve the problem of the cumbersome evaluation process of the rockburst proneness of surrounding rocks with different damage degrees caused by the excavation disturbance effect, so as to achieve the rapid evaluation of the rockburst proneness of surrounding rocks.

[0006] The technical solution adopted by the present invention to solve its technical problems is as follows:

[0007] A quantitative evaluation method for the rockburst proneness of surrounding rocks considering the excavation disturbance effect specifically includes the following steps:

[0008] Step S1: Directly obtain the basic quality grade of the surrounding rock, the Geological Strength Index (GSI) value, and the uniaxial compressive strength σ of the intact rock according to the engineering geological exploration data ci ;

[0009] Step S2: Preliminarily judge whether the surrounding rock has rockburst proneness according to the data obtained in Step S1;

[0010] Step S3: Judge the acoustic wave test conditions of the on-site surrounding rock. If the conditions are not met, determine the damage factor D characterizing the damage degree of the surrounding rock according to the Hoek-Brown strength criterion and the damage situation after the excavation of the on-site surrounding rock;

[0011] If the conditions are met, obtain the acoustic wave velocities at different depths on the surface of the surrounding rock and determine the ranges of the damage zone and the original rock zone;

[0012] Step S4: Determine the deformation modulus of the rock mass in the original rock area on the premise that the in-situ surrounding rock acoustic wave test conditions in Step S3 are met;

[0013] Step S5: Evaluate the rockburst proneness of the rock mass in the original rock area and the damaged area;

[0014] As a further preference of the present invention, in Step S2, the method for preliminarily judging whether the surrounding rock has rockburst proneness is specifically as follows. Through the analysis and statistics of the rockburst conditions of several different rock engineering cases, there is a correlation between the basic quality grade of the surrounding rock where rockburst occurs and the uniaxial compressive strength σ of the intact rock, that is ci There is a relevance, that is

[0015]

[0016] If the surrounding rock simultaneously meets the two conditions in Formula (1), it is determined that the surrounding rock has rockburst proneness. If it does not simultaneously meet the two conditions in Formula (1), it is determined that the surrounding rock does not have rockburst proneness;

[0017] As a further preference of the present invention, in Step S3, if it is judged that the in-situ does not have the surrounding rock acoustic wave test conditions, determine the surrounding rock damage factor D according to the Hoek-Brown strength criterion;

[0018] If there is no damage to the tunnel surrounding rock or a temporary invert is set at the bottom of the tunnel so that no obvious squeezing deformation occurs to the surrounding rock, then D = 0;

[0019] If obvious squeezing deformation occurs at the bottom of the tunnel and the surrounding rock is severely damaged, then D = 0.5;

[0020] If due to an unreasonable blasting scheme, the rock mass within a depth of 2 m or 3 m from the surface of the surrounding rock is damaged, then the damage factor within a depth of 2 m from the surface of the surrounding rock linearly decreases from D = 1 to D = 0;

[0021] Among them, the damage factor D of the rock mass in the original rock area m0 = 0;

[0022] As a further preference of the present invention, in Step S3, if it is judged that the in-situ has the surrounding rock acoustic wave test conditions, obtain the acoustic wave P-wave velocity c of the rock mass at different depths from the surface of the surrounding rock according to the wave velocity method p ;

[0023] Meanwhile, the area where the acoustic wave velocity significantly decreases is the damaged area range of the surrounding rock, and the remaining area is the original rock area;

[0024] As a further preference of the present invention, calculate the average value of all the acoustic wave P-wave velocity data of the rock mass in the original rock area to obtain the average wave velocity c of the original rock area p0 ;

[0025] As a further preference of the present invention, in step S4, if it is determined that the on-site conditions do not support the acoustic wave test of the surrounding rock, the deformation modulus of the rock mass is determined according to the Hoek-Brown strength criterion as

[0026]

[0027] In formula (2), E m is the deformation modulus of the rock mass, with the unit of GPa, and σ ci is the uniaxial compressive strength of the intact rock; according to formula (2), for the rock mass in the original rock area where D = 0, the deformation modulus E m0 is

[0028]

[0029] Then, the deformation modulus E m0 of the rock mass in the original rock area can be determined through formula (3);

[0030] As a further preference of the present invention, in step S4, if it is determined that the on-site conditions support the acoustic wave test of the surrounding rock, according to the Barton-Q system

[0031]

[0032] In formula (4), V p is the P-wave velocity of the seismic wave, and E m is the deformation modulus of the rock mass;

[0033] Then, the deformation modulus E m0 of the rock mass in the original rock area is

[0034]

[0035] In formula (5), V p0 is the P-wave velocity of the seismic wave of the rock mass in the original rock area;

[0036] The P-wave velocity c p of the acoustic wave of the rock mass has a linear fitting relationship with the P-wave velocity of the seismic wave

[0037] V p = kc p + b (6)

[0038] In formula (6), both k and b are fitting constants, c p is the acoustic wave velocity at different depths from the surface of the surrounding rock, and V p is the P-wave velocity of the seismic wave; if the data of the seismic wave and acoustic wave of the rock mass are missing, then V p = c p ;

[0039] Substitute Equation (6) into Equation (4) and Equation (5) to obtain the deformation modulus E of the rock mass represented by the P-wave velocity c of the rock mass acoustic wave p of the rock mass m and the deformation modulus E of the rock mass in the original rock area m0 , which are respectively

[0040]

[0041]

[0042] c p is the P-wave velocity of the rock mass acoustic wave, c p0 is the average wave velocity in the original rock area, and k is the fitting constant;

[0043] As a further preference of the present invention, in step S5, by comparing and analyzing the actual failure characteristics of the rock specimen with the residual elastic energy index, different rockburst proneness levels can be determined. Among them, the calculation formula for the residual elastic energy index of the rock is

[0044] A EF =U e -U a (9)

[0045] In Equation (9), U e is the pre-peak elastic energy density of the uniaxial compression stress-strain curve of the rock, with the unit of kJ / m 3 , U a is the post-peak failure energy density of the uniaxial compression stress-strain curve of the rock, with the unit of kJ / m 3 , and A EF is the residual elastic energy index of the rock;

[0046] The residual elastic energy indices corresponding to the determined different rockburst proneness levels are

[0047]

[0048] By fitting, the relationship between the residual elastic energy index of the rock and the elastic modulus is obtained as

[0049] A EF =47.76 + 6.97E r (11)

[0050] In Equation (11), A EF is the residual elastic energy index of the rock, and E r is the elastic modulus of the rock;

[0051] According to the research of Mitri and Polemis, the relationship between the deformation modulus of the rock mass and the elastic modulus of the rock is

[0052]

[0053] In formula (12), E m is the deformation modulus of the rock mass, and E r is the elastic modulus of the rock. RMR 76 is the rock mass geomechanics classification index proposed by Bieniawski in 1976;

[0054] According to Hoek's research, when RMR 76 > 18, RMR 76 is equal to GSI. Therefore, formula (12) can be written as

[0055]

[0056] Combining formula (11) and formula (13) to obtain the residual elastic energy index of the surrounding rock The quantitative relationship between it and its deformation modulus E m is

[0057]

[0058] As a further preference of the present invention, if it is judged that the on-site conditions for acoustic wave testing of the surrounding rock are not available, the steps for determining the rockburst tendency of the surrounding rock according to the determined damage factor D of the surrounding rock are as follows:

[0059] Step S511: Obtain the deformation modulus E of the rock mass according to formula (2) and formula (3) m is

[0060]

[0061] In formula (15), E m0 is the deformation modulus of the rock mass in the original rock area, and E m is the deformation modulus of the rock mass;

[0062] Obtain the quantitative relationship between the residual elastic energy index of the surrounding rock and the damage factor D of the surrounding rock according to formula (14) and formula (15):

[0063]

[0064] Step S512: Substitute the uniaxial compressive strength σ of the intact rock obtained in step S1 ci and the geological strength index GSI value into formula (3) to obtain the deformation modulus E of the rock mass in the original rock area m0 , let D m0 = 0 and substitute E m0 into formula (16) to obtain the residual elastic energy index of the rock mass in the original rock area Evaluate the rockburst tendency of the rock mass in the original rock area according to formula (10);

[0065] Step S513: Substitute the surrounding rock damage factor D obtained in step S3 and the deformation modulus E of the rock mass in the original rock area obtained in step S512 m0 into formula (16) to obtain the remaining elastic energy index of the surrounding rock damage zone Evaluate the rockburst proneness of the rock mass in the original rock area according to formula (10);

[0066] As a further preference of the present invention, if it is judged that the on-site conditions for surrounding rock acoustic wave testing are available, obtain the acoustic wave P-wave velocity c of the rock mass at different depths from the surface of the surrounding rock according to the specification p , and the steps to determine the rockburst proneness of the surrounding rock are as follows:

[0067] Step S521: Combine formula (7) and formula (8) to obtain the deformation modulus of the rock mass

[0068]

[0069] In formula (17), E m0 is the deformation modulus of the original rock area or the undamaged rock mass, E m is the deformation modulus of the rock mass, k is the fitting constant, c p is the acoustic wave velocity at different depths from the surface of the surrounding rock, c p0 is the average wave velocity of the original rock area;

[0070] Combine formula (14) and formula (17) to obtain the remaining elastic energy index of the surrounding rock The quantitative relationship with the acoustic wave P-wave velocity c p is as follows

[0071]

[0072] Step S522: According to the average wave velocity c of the rock mass in the original rock area in step S3 p0 Substitute it into formula (8) to obtain the deformation modulus E of the rock mass in the original rock area m0 , let c p = c p0 Substitute it into formula (18) to obtain the remaining elastic energy index of the rock mass in the original rock area Evaluate the rockburst proneness of the rock mass in the original rock area according to formula (10);

[0073] Step S523: According to the acoustic wave P-wave velocity c of the rock mass at different depths in the surrounding rock damage zone obtained in step S3 p Substitute it into formula (18) to obtain the remaining elastic energy index of the surrounding rock at different depths And evaluate the rockburst proneness of the surrounding rock in the damage zone according to formula (10).

[0074] Through the above technical solutions, compared with the prior art, the present invention has the following beneficial effects:

[0075] 1. The quantitative evaluation method for the rockburst proneness of surrounding rock provided by the present invention takes into account the damage effect of excavation disturbance on the surrounding rock, which is more in line with the actual excavation situation of the surrounding rock and has practical application value;

[0076] 2. The quantitative evaluation method for the rockburst proneness of surrounding rock provided by the present invention can not only determine the rockburst proneness of the surrounding rock by qualitatively describing the damage situation of the in-situ surrounding rock, but also more accurately estimate the rockburst proneness of the surrounding rock after measuring the acoustic wave velocity of the surrounding rock;

[0077] 3. The quantitative evaluation method for the rockburst proneness of surrounding rock provided by the present invention does not need to sample and test the in-situ surrounding rock to determine the rockburst proneness, which greatly optimizes the conventional evaluation process and has high economic benefits;

[0078] 4. The quantitative evaluation method for the rockburst proneness of surrounding rock provided by the present invention is applicable to the large-scale evaluation of the rockburst proneness of surrounding rock with different damage degrees at the engineering site, and has a wide application range. BRIEF DESCRIPTION OF THE DRAWINGS

[0079] The present invention will be further described below in conjunction with the drawings and embodiments.

[0080] Figure 1 is the flow chart of the quantitative evaluation method for the rockburst proneness of surrounding rock provided by the present invention;

[0081] Figure 2 is the actual working condition diagram provided by the present invention that matches the damage situation of the surrounding rock described in Table 1;

[0082] Figure 3 is the relationship diagram between the elastic modulus and the residual elastic energy index of different rocks provided by the present invention;

[0083] Figure 4 is the schematic diagram of the linear expression between the damage factor and the depth provided by the present invention;

[0084] Figure 5 is the schematic diagram of the acoustic wave P-wave velocity data of the surrounding rock at different depths provided by the present invention;

[0085] Figure 6 is the schematic diagram of the rockburst proneness of the surrounding rock at different depths provided by the present invention. DETAILED DESCRIPTION OF THE EMBODIMENTS

[0086] As described in the background art, there are many misjudgments in the current indicators for the quantitative evaluation method of the rockburst proneness of surrounding rock. Therefore, based on years of research, this application has refined the use of the residual elastic performance index A EFA method for evaluation can be realized without directly sampling and testing the surrounding rock at the site.

[0087] As Figure 1 shown, it is a flowchart of the quantitative evaluation method for the rockburst proneness of surrounding rock considering the excavation disturbance effect provided by this application, specifically including the following steps:

[0088] Step S1: Directly obtain the basic quality grade of the surrounding rock, the Geological Strength Index (GSI) value, and the uniaxial compressive strength σ of the intact rock according to the engineering geological exploration data. ci ;

[0089] Step S2: Based on the data obtained in Step S1, preliminarily judge whether the surrounding rock has the proneness to rockburst.

[0090] Step S3: Judge the acoustic wave test conditions of the in-situ surrounding rock. If the conditions are not met, determine the damage factor D representing the damage degree of the surrounding rock according to the Hoek-Brown strength criterion combined with the damage situation of the in-situ surrounding rock after excavation.

[0091] If the conditions are met, obtain the acoustic wave velocities at different depths on the surface of the surrounding rock and determine the ranges of the damaged zone and the original rock zone.

[0092] Step S4: Determine the deformation modulus of the rock mass in the original rock zone based on whether the acoustic wave test conditions of the in-situ surrounding rock in Step S3 are satisfied.

[0093] Step S5: Evaluate the rockburst proneness of the rock mass in the original rock zone and the damaged zone.

[0094] In Step S2, the method for preliminarily judging whether the surrounding rock has the proneness to rockburst is specifically as follows. Through the statistical analysis of thousands of rockburst cases from different rock engineering projects, there is a correlation between the basic quality grade of the surrounding rock where rockburst occurs and the uniaxial compressive strength σ of the intact rock, that is, the following two conditions are met. ci There is a correlation, that is, the following two conditions are satisfied

[0095]

[0096] In formula (1), the classification standard of the basic quality grade of the surrounding rock can refer to the national standard "Standard for Classification of Engineering Rock Masses" (GB / T 50218—2014). When the surrounding rock meets the two criteria of formula (1), it can be preliminarily determined that the surrounding rock may have the proneness to rockburst. If not, it is determined that this surrounding rock does not have the proneness to rockburst.

[0097] In step S3, if it is determined that the site does not have the conditions for surrounding rock acoustic wave testing (the non - availability here means the lack of relevant testing equipment, or the on - site inability to drill the rock mass due to the close - following of support after excavation under construction period restrictions, etc.), an empirical method as shown in Table 1 is given according to the Hoek - Brown strength criterion, and the surrounding rock damage factor D is determined based on the actual damage condition of the surrounding rock. Hoek and Brown proposed the H - B criterion by combining a large number of indoor rock test and on - site test data, which is widely used in the field of estimating rock mass mechanical parameters. This criterion first introduced the damage factor D in the 2002 version to characterize the damage caused by excavation disturbance to the surrounding rock, and was supplemented in the 2018 version. The suggestions for the surrounding rock damage factor D during the excavation process of underground rock engineering in this version are shown in Table 1. The value range of the damage factor D is 0 - 1. D = 0 means the surrounding rock is undamaged, D = 1 means the surrounding rock is completely damaged, and the larger D is, the more severely the surrounding rock is damaged by excavation disturbance.

[0098] Table 1 Suggested values of the surrounding rock damage factor D during the excavation process of underground rock engineering according to the H - B criterion

[0099]

[0100]

[0101] This application also provides an actual working condition diagram Figure 2 matching the description related to the surrounding rock damage condition as shown. By comparing the actual damage condition of the surrounding rock with Table 1, the damage factor D of the surrounding rock damage area is obtained. mEDZ For the rock mass in the original rock area, since it is undamaged, the damage factor D m0 is always 0.

[0102] If it is determined that the site has the conditions for surrounding rock acoustic wave testing, the damage condition of the surrounding rock is investigated by the wave velocity method, and the P - wave velocity c of the rock mass at different depths from the surface of the surrounding rock is obtained. p Here, the P - wave velocity c of the rock mass at different depths from the surface of the surrounding rock is measured with reference to the suggestions in the "Rock Test Regulations for Water Conservancy and Hydropower Projects" (SLT 264 - 2020). p ;

[0103] Since the more severely the surrounding rock is damaged, the worse the mechanical properties of the rock mass are, and the lower the P - wave velocity of the acoustic wave is. Therefore, compared with the rock mass in the undamaged original rock area, the acoustic wave velocity of the rock mass in the damage area is significantly lower. Based on this, the range of the surrounding rock damage area (the area with a significant decrease in the P - wave velocity of the acoustic wave) is determined, and the area outside the damage area is the original rock area (the area where the acoustic wave is relatively stable). The average value of all P - wave velocity data in the original rock area is calculated to obtain the average wave velocity c of the original rock area. p0 ;

[0104] In step S4, if it is determined that the on-site conditions do not meet the requirements for rock mass acoustic wave testing, the deformation modulus of the rock mass is determined according to the Hoek-Brown strength criterion as

[0105]

[0106] In formula (2), E m is the deformation modulus of the rock mass, with the unit of GPa, and σ ci is the uniaxial compressive strength of intact rock;

[0107] According to formula (2), for the rock mass in the original rock area (or undamaged rock mass) corresponding to D = 0, the deformation modulus E of the original rock area m0 is

[0108]

[0109] Then, the deformation modulus E of the rock mass in the original rock area can be determined through formula (3) m0 .

[0110] If it is determined that the on-site conditions meet the requirements for rock mass acoustic wave testing, the deformation modulus of the rock mass can be determined according to the Barton-Q system. According to Barton's research, the relationship between the rock mass deformation modulus E m and the seismic wave velocity V p is

[0111]

[0112] In formula (4), V p is the P-wave velocity of the seismic wave, and E m is the deformation modulus of the rock mass;

[0113] Then, the deformation modulus E of the rock mass in the original rock area m0 is

[0114]

[0115] In formula (5), V p0 is the P-wave velocity of the seismic wave of the rock mass in the original rock area;

[0116] The P-wave velocity V of the seismic wave p is generally slightly smaller than the P-wave velocity c of the acoustic wave. According to the geological exploration data, the P-wave velocity c of the acoustic wave of the rock mass can be determined p and there is a linear fitting relationship with the P-wave velocity of the seismic wave p V

[0117] V p = kc p + b (6)

[0118] In formula (6), both k and b are fitting constants, and c pis the acoustic wave velocity at different depths from the surrounding rock surface, V p is the P-wave velocity of seismic waves; if the rock mass seismic wave and acoustic wave data are missing in the geological exploration data, then V can be regarded as p = c p ;

[0119] Substitute formula (6) into formula (4) and formula (5) to obtain the deformation modulus E of the rock mass represented by the acoustic wave P-wave velocity c of the rock mass p and the deformation modulus E of the rock mass in the original rock area m respectively as m0

[0120]

[0121]

[0122] c p is the acoustic wave P-wave velocity of the rock mass, c p0 is the average wave velocity in the original rock area, and k is the fitting constant. Then the deformation modulus E of the rock mass in the original rock area m0 can be determined according to formula (8).

[0123] In step S5, by comparing and analyzing the actual failure characteristics of the rock specimen with the residual elastic energy index, different rockburst proneness levels can be determined. Among them, the calculation formula for the residual elastic energy index of the rock is

[0124] A EF = U e - U a (9)

[0125] In formula (9), U e is the pre-peak elastic energy density of the uniaxial compressive stress-strain curve of the rock, with the unit of kJ / m 3 ; U a is the post-peak failure energy density of the uniaxial compressive stress-strain curve of the rock, with the unit of kJ / m 3 ; A EF is the residual elastic energy index of the rock; formula (9) is provided based on the paper "Judgment of Rockburst Proneness Based on Linear Energy Storage Law and Residual Elastic Energy Index", thus introducing the concept of the residual elastic energy index A of the rock EF such as this.

[0126] Then the residual elastic energy indices corresponding to different rockburst proneness levels determined are

[0127]

[0128] Through the data statistics of a large number of indoor test results, as shown here Figure 3 obtain the residual elastic energy index A of the rock EF ​Relationship with elastic modulus E r is

[0129] A EF = 47.76 + 6.97E r (11)

[0130] In formula (11), A EF is the residual elastic energy index of the rock, and E r is the elastic modulus of the rock;

[0131] According to the research of Mitri and Polemis, the deformation modulus E m of the rock mass and the elastic modulus E r of the rock are related as follows

[0132]

[0133] In formula (12), E m is the deformation modulus of the rock mass, E r is the elastic modulus of the rock, and RMR 76 is the rock mass geomechanics classification index proposed by Bieniawski in 1976, which is composed of the scores of six factors such as rock block strength, joint characteristics, and groundwater conditions, and is one of the most widely used rock mass classification methods;

[0134] According to Hoek's research, when RMR 76 > 18, RMR 76 is equal to GSI, so formula (12) can be written as

[0135]

[0136] Combining formula (11) and formula (13), the quantitative relationship between the residual elastic energy index of the surrounding rock and its deformation modulus E is obtained as m is

[0137]

[0138] If it is judged that the on-site conditions for acoustic wave testing of the surrounding rock are not available, the steps to determine the rockburst tendency of the surrounding rock according to the determined damage factor D of the surrounding rock are as follows:

[0139] Step S511: Obtain the deformation modulus E m of the rock mass according to formula (2) and formula (3) as

[0140]

[0141] In formula (15), E m0 is the deformation modulus of the rock mass in the original rock area, and E mis the deformation modulus of the rock mass;

[0142] The remaining elastic energy index of the surrounding rock is obtained according to formulas (14) and (15). The quantitative relationship with the surrounding rock damage factor D is:

[0143]

[0144] Step S512: According to the uniaxial compressive strength σ of the intact rock obtained in step S1 ci and the Geological Strength Index GSI value, substitute them into formula (3) to obtain the deformation modulus E of the rock mass in the intact rock area m0 , let D m0 = 0 and substitute E m0 into formula (16) to obtain the remaining elastic energy index of the rock mass in the intact rock area Evaluate the rockburst proneness of the rock mass in the intact rock area according to formula (10);

[0145] Step S513: Substitute the surrounding rock damage factor D obtained in step S3 and the deformation modulus E of the rock mass in the intact rock area obtained in step S512 m0 into formula (16) to obtain the remaining elastic energy index of the surrounding rock damage area Evaluate the rockburst proneness of the rock mass in the intact rock area according to formula (10).

[0146] If it is judged that the on-site conditions for surrounding rock acoustic wave testing are available, obtain the acoustic wave P-wave velocity c of the rock mass at different depths from the surface of the surrounding rock according to the specification p , the steps to determine the rockburst proneness of the surrounding rock are:

[0147] Step S521: Combine formulas (7) and (8) to obtain the deformation modulus of the rock mass

[0148]

[0149] In formula (17), E m0 is the deformation modulus of the intact rock area or the undamaged rock mass, E m is the deformation modulus of the rock mass, k is the fitting constant, c p is the acoustic wave velocity at different depths from the surface of the surrounding rock, c p0 is the average wave velocity of the intact rock area;

[0150] Combine formulas (14) and (17) to obtain the quantitative relationship between the remaining elastic energy index of the surrounding rock and the acoustic wave P-wave velocity c p is

[0151]

[0152] Step S522: According to the average wave velocity c of the rock mass in the original rock area in Step S3 p0 Substitute it into formula (8) to obtain the deformation modulus E of the rock mass in the original rock area m0 , let c p = c p0 Substitute it into formula (18) to obtain the residual elastic energy index of the rock mass in the original rock area Evaluate the rockburst proneness of the rock mass in the original rock area according to formula (10);

[0153] Step S523: According to the acoustic wave P-wave velocity c of the rock mass at different depths in the surrounding rock damage area obtained in Step S3 p Substitute it into formula (18) to obtain the residual elastic energy index of the surrounding rock at different depths And evaluate the rockburst proneness of the surrounding rock in the damage area according to formula (10).

[0154] To more intuitively reflect the superiority of the present application, the present application provides multiple embodiments for elaboration. Embodiment 1 takes the surrounding rock of the inspection section of the No. 1 water conveyance tunnel with a buried depth of 1500 - 2500 m in a hydropower station in the southwestern region of China as an example, Embodiment 2 takes the surrounding rock of the inspection section of the No. 2 water conveyance tunnel as an example, and Embodiment 3 takes the evaluation of the rockburst proneness after the excavation of the surrounding rock of the inspection section of the construction auxiliary tunnel as an example.

[0155] Embodiment 1:

[0156] Based on the quantitative evaluation method of surrounding rock rockburst proneness, Step S1: According to the engineering geological survey data, the basic quality grade of the surrounding rock of the inspection section of the No. 1 water conveyance tunnel is grade II, GSI = 61, and the uniaxial compressive strength σ of the intact rock ci = 110 MPa.

[0157] Step S2: From the result of Step S1, combined with formula (1), it can be known that: the basic quality grade of the surrounding rock is within grade III - I, σ ci > 60 MPa. Then it is initially judged that the surrounding rock of the inspection section of the No. 1 water conveyance tunnel may have rockburst proneness, so the specific evaluation of rockburst proneness can be further carried out.

[0158] Step S3: Due to the construction period requirements, the support construction follows the excavation closely, and the on-site conditions do not allow acoustic wave testing. Therefore, the H - B criterion can be used to estimate the damage degree of the surrounding rock. According to the on-site damage situation of the surrounding rock (the No. 1 water conveyance tunnel is excavated by a tunnel boring machine TBM, and due to the high in-situ stress level in the project area, under the action of in-situ stress extrusion, significant extrusion deformation has occurred at the bottom of the tunnel), combined with Table 1, the surrounding rock damage factor D mEDZ = 0.5, and the default damage factor D of the original rock area m0 = 0.

[0159] Step S4: According to the uniaxial compressive strength σ of the intact rock obtained in Step S1ci Substituting the in-situ rock stress σ = 110 MPa and the Geological Strength Index GSI = 61 into formula (3), the deformation modulus E of the in-situ rock mass in the area where D = 0 can be obtained. m0 = 18.84 GPa.

[0160] Step S5: Evaluate the rockburst proneness of the surrounding rock in the in-situ rock area and the damaged area.

[0161] First, substitute the damage factor D of the in-situ rock area obtained in step S3 m0 = 0 and E m0 = 18.84 GPa, GSI = 61 into formula (16), and the rockburst proneness of the in-situ rock mass can be obtained. According to formula (10), it can be judged that the rockburst proneness of the in-situ rock mass is a strong rockburst tendency; secondly, substitute the damage factor D of the surrounding rock in the damaged area obtained in step S3 mEDZ = 0.5 and E m0 = 18.84 GPa, GSI = 61 into formula (16), and the residual elastic energy index A of the surrounding rock in the damaged area can be obtained. EF = 194.97 kJ / m 3 , and according to formula (10), it can be judged that the rockburst proneness of the surrounding rock in the damaged area is a medium rockburst tendency.

[0162] So far, a rapid quantitative evaluation of the rockburst proneness after the excavation of the surrounding rock in the inspection section of the No. 1 water diversion tunnel in Example 1 has been realized. The evaluation results are as follows: the surrounding rock in the inspection section has a medium rockburst tendency and a strong rockburst tendency. Specifically, the damaged area of the surrounding rock has a medium rockburst tendency, and the in-situ rock area has a strong rockburst tendency.

[0163] Example 2:

[0164] Step S1: According to the engineering geological survey data, the basic quality grade of the surrounding rock in the inspection section of the No. 2 water diversion tunnel is also grade III, GSI = 55, and the uniaxial compressive strength σ of the intact rock ci = 105 MPa.

[0165] Step S2: From the results of step S1, combined with formula (1), it can be seen that: the basic quality grade of the surrounding rock is within grade III - I, σ ci > 60 MPa. Then it is preliminarily judged that the surrounding rock in the inspection section of the construction drainage tunnel may have a rockburst proneness, so the specific evaluation of the rockburst proneness can be further carried out.

[0166] Step S3: Since the on-site conditions do not allow for acoustic wave testing, the H-B criterion is used to estimate the damage degree of the surrounding rock. According to the damage situation of the on-site surrounding rock (the No. 2 water diversion tunnel is excavated by the drill and blast method. Due to the unreasonable blasting scheme, the blasting effect of the surrounding rock of the hard rock tunnel is very poor, and the rock mass within 2 m from the surface of the surrounding rock is severely damaged), combined with Table 1, it can be determined that the damage factor D within the damaged area decreases linearly from D m = 1 at the surface of the surrounding rock to D m = 0, and the default damage factor D m0 of the intact rock area is 0.

[0167] Step S4: Substitute the uniaxial compressive strength σ ci = 105 MPa of the intact rock obtained in Step S1 and the geological strength index GSI = 55 into formula (3) to obtain the deformation modulus E m0 = 13.34 GPa of the rock mass in the intact rock area where D = 0.

[0168] Step S5: Evaluate the rockburst proneness of the surrounding rock in the intact rock area and the damaged area.

[0169] Specifically, first, substitute the damage factor D m0 = 0 and E m0 = 13.34 GPa, GSI = 55 of the intact rock area obtained in Step S3 into formula (16) to obtain the rockburst proneness of the rock mass in the intact rock area According to formula (10), it can be judged that the rockburst proneness of the rock mass in the intact rock area is a strong rockburst tendency; secondly, the damage factor of the surrounding rock within 2 m from the depth of the surrounding rock obtained in Step S3 decreases linearly from D m = 1 to D m = 0, and the linear expression between the damage factor D m and the depth d can be obtained as shown in Figure 4 , that is, D m = 1 - 0.5d. Combine the previously obtained E m0 = 18.84 GPa, GSI = 61 and substitute them into formula (16) to obtain the relationship between the remaining elastic energy index of the surrounding rock in the damaged area and the depth d as shown in Figure 6 , that is Combined with formula (10), the rockburst proneness of the surrounding rock at different depths within the damaged area can be determined, that is, within the damaged area, as the depth from the surface of the surrounding rock increases, the rockburst proneness gradually increases, and successively experiences a slight rockburst tendency (d ≤ 0.54 m), a medium rockburst tendency (0.54 m < d ≤ 1.78 m), and a strong rockburst tendency (1.78 m < d ≤ 2 m).

[0170] So far, the rapid quantitative evaluation of the rockburst proneness after the excavation of the surrounding rock in the inspection section of the No. 2 water diversion tunnel in Example 2 has been realized. The evaluation results show that with the increase of the depth from the surface of the surrounding rock, the rockburst proneness gradually increases, and successively experiences slight rockburst proneness (d ≤ 0.54 m), moderate rockburst proneness (0.54 m < d ≤ 1.78 m), and strong rockburst proneness (1.78 m < d).

[0171] Example 3:

[0172] Step S1: According to the engineering geological survey data, the basic quality grade of the surrounding rock in the inspection section of the construction auxiliary tunnel is grade II, the geological strength index GSI = 65, and the uniaxial compressive strength σ of the intact rock ci = 120 MPa.

[0173] Step S2: From the results of Step S1, combined with formula (1), it can be seen that the basic quality grade of the surrounding rock is within grade III to I, and σ ci > 60 MPa. Then it is preliminarily judged that the surrounding rock in the inspection section of the construction auxiliary tunnel may have rockburst proneness, so the specific evaluation of rockburst proneness can be further carried out.

[0174] Step S3: Since the conditions for acoustic wave testing are available at the construction auxiliary tunnel site, first, referring to the suggestions in the "Rock Test Regulations for Water Conservancy and Hydropower Projects" (SLT 264-2020), the P-wave velocity c of the rock mass at different depths from the surface of the surrounding rock is measured p . After the excavation of the surrounding rock in the inspection section of the construction auxiliary tunnel in Example 3, on-site, 1 vertical acoustic wave test hole with a depth of 8 m is drilled on the surface of the surrounding rock for single-hole acoustic wave testing. The acoustic wave transceiver transducer moves from the bottom of the hole to the hole mouth, and the moving interval is 0.2 m, and the P-wave velocities of the acoustic waves at different depths of the surrounding rock in the inspection section are obtained as Figure 5 shown. According to the worse the mechanical properties of the rock mass, the lower the P-wave velocity of the acoustic wave, and the more serious the damage to the surrounding rock, it is judged that the section with a significant decrease in the acoustic wave velocity is the damage zone range, and the area outside the damage zone is the original rock area. According to Figure 5 , it can be seen that the acoustic wave velocity within 2 m from the surface of the surrounding rock is significantly lower, so it is determined that the rock mass in the range of d ≤ 3 m is the damage zone, and the rock mass with d > 3 m is the original rock area. The average wave velocity c p0 = 5.89 km / s is obtained by taking the average value of all the acoustic wave velocity data in the original rock area.

[0175] Step S4: First, from the geological survey data, the linear fitting relationship between the P-wave velocity V p of the seismic wave in the rock mass in the project area and the P-wave velocity c p of the acoustic wave is: V p = 0.85c p + 0.04, where the fitting constants are k = 0.85 and b = 0.04. Then, according to the fitting constants k and b and the average wave velocity c of the original rock area obtained in Step S3 p0Substitute \(v = 5.88\mathrm{km / s}\) into formula (8) to obtain the deformation modulus \(E\) of the rock mass in the original rock area. m0 It is \(32.62\mathrm{GPa}\).

[0176] Step S5: Evaluate the rockburst proneness of the surrounding rock in the original rock area and the damaged area.

[0177] First, from the GSI = 65 and \(E\) obtained in the previous steps m0 It is \(32.62\mathrm{GPa}\). Let \(c\) p be \(c\) p0 Substitute into formula (18) to obtain the residual elastic energy index of the rock mass in the original rock area. According to formula (10), the rockburst proneness of the original rock area is strong rockburst proneness. Second, from \(E\) m0 It is \(32.62\mathrm{GPa}\), GSI = 65 and the acoustic wave velocity \(c\) of the damaged area p , according to formula (18), obtain the rockburst proneness of the surrounding rock in the damaged area varying with depth As Figure 6 shown, and evaluate the rockburst proneness of the damaged area according to formula (10). It can be seen from Figure 6 that the rockburst proneness of the surrounding rock in the damaged area from the surface to the inside is respectively light rockburst proneness, medium rockburst proneness, and strong rockburst proneness. In order to obtain the specific ranges of each grade of rockburst proneness, perform optimal function fitting on the data in Figure 6 . In Example 3, a quadratic polynomial is used for fitting to obtain the fitting relationship between the rockburst proneness of the surrounding rock in the damaged area and the depth \(d\) as: And substitute and respectively to obtain that the range with a distance from the surrounding rock surface \(d\leq1.03\mathrm{m}\) has light rockburst proneness; the range with a distance from the surrounding rock surface \(1.03\mathrm{m}<d\leq1.69\mathrm{m}\) has medium rockburst proneness; the range with a distance from the surrounding rock surface \(1.69\mathrm{m}<d\leq3.00\mathrm{m}\) has strong rockburst proneness.

[0178] So far, a rapid quantitative evaluation of the rockburst proneness of the surrounding rock affected by excavation disturbance in the inspection section of the construction auxiliary tunnel in Example 3 is realized. The evaluation result is that the surrounding rock from the surface to the inside has light rockburst proneness (\(d\leq1.03\mathrm{m}\)), medium rockburst proneness (\(1.03\mathrm{m}<d\leq1.69\mathrm{m}\)) and strong rockburst proneness (\(1.69\mathrm{m}<d\)) respectively.

[0179] In summary, this application combines the H - B strength criterion and the rockburst case data analysis method to establish a rapid qualitative and quantitative comprehensive evaluation method for the rockburst proneness of the surrounding rock considering the excavation disturbance effect, greatly simplifying the cumbersome process of the conventional rockburst proneness that requires a large number of on - site samplings, preparations, and laboratory tests.

[0180] Those skilled in the art can understand that, unless otherwise defined, all terms used herein (including technical and scientific terms) have the same meaning as the general understanding of those of ordinary skill in the art to which this application belongs. It should also be understood that terms such as those defined in a general dictionary should be understood to have a meaning consistent with the meaning in the context of the prior art, and will not be interpreted in an idealized or overly formal sense unless defined as here.

[0181] As used in this application, the meaning of "and / or" includes both the case of each existing alone and the case of both existing simultaneously.

[0182] As used in this application, the meaning of "connection" can be a direct connection between components or an indirect connection between components through other components.

[0183] Taking the above-mentioned ideal embodiments of the present invention as an inspiration, through the above description, relevant staff can completely make various changes and modifications without departing from the technical idea of this invention. The technical scope of this invention is not limited to the content in the specification, and its technical scope must be determined according to the scope of the claims.

Claims

1. A quantitative evaluation method for the rockburst proneness of surrounding rock considering the excavation disturbance effect, characterized in that: Specifically, it includes the following steps: Step S1: Directly obtain the basic quality grade of the surrounding rock, the Geological Strength Index (GSI) value, and the uniaxial compressive strength σ of the intact rock according to the engineering geological exploration data ci ; Step S2: Based on the data obtained in Step S1, preliminarily judge whether the surrounding rock has rockburst proneness; Step S3: Judge the on-site acoustic wave test conditions of the surrounding rock. If the conditions are not met, determine the damage factor D representing the damage degree of the surrounding rock according to the Hoek-Brown strength criterion combined with the damage situation after the on-site surrounding rock excavation; If the conditions are met, obtain the acoustic wave velocities at different depths on the surface of the surrounding rock and determine the ranges of the damaged area and the original rock area; Step S4: Determine the deformation modulus of the rock mass in the original rock area based on whether the on-site acoustic wave test conditions of the surrounding rock in Step S3 are satisfied; Step S5: Evaluate the rockburst proneness of the intact rock mass and the damaged rock mass, and calculate the remaining elastic energy index of the surrounding rock Determine the rockburst proneness level, where the remaining elastic energy index of the surrounding rock is as follows: E m is the deformation modulus of the rock mass, with the unit of GPa; GSI is the geological strength index.

2. The quantitative evaluation method for the rockburst proneness of surrounding rock considering the excavation disturbance effect according to claim 1, characterized in that: In step S2, the method for preliminarily judging whether the surrounding rock has rockburst tendency is specifically as follows: through the analysis and statistics of rockburst conditions of several different rock projects, there is a correlation between the basic quality grade of the surrounding rock where rockburst occurs and the uniaxial compressive strength σ of the intact rock, that is ci there is a correlation If the surrounding rock simultaneously meets the two conditions in Formula (1), it is determined that the surrounding rock has rockburst proneness. If it does not simultaneously meet the two conditions in Formula (1), it is determined that the surrounding rock does not have rockburst proneness.

3. The quantitative evaluation method for the rockburst proneness of surrounding rock considering the excavation disturbance effect according to claim 2, wherein: In Step S3, if it is judged that the on-site acoustic wave test conditions of the surrounding rock are not met, determine the damage factor D of the surrounding rock according to the Hoek-Brown strength criterion; If there is no damage to the tunnel surrounding rock or a temporary invert is set at the bottom of the tunnel, resulting in no obvious squeezing deformation of the surrounding rock, then D = 0; If obvious squeezing deformation occurs at the bottom of the tunnel and the surrounding rock is severely damaged, then D = 0.5; If due to an unreasonable blasting plan, the rock mass within 2 m or 3 m from the surface of the surrounding rock is damaged, then the damage factor within 2 m from the surface of the surrounding rock linearly decreases from D = 1 to D = 0; Among them, the damage factor D of the rock mass in the original rock area m0 = 0.

4. The quantitative evaluation method for the rockburst proneness of surrounding rock considering the excavation disturbance effect according to claim 3, characterized in that: In step S3, if it is determined that the site has the conditions for surrounding rock acoustic wave testing, the P-wave velocity c of the rock mass at different depths from the surface of the surrounding rock is obtained according to the wave velocity method p ; Meanwhile, the area where the acoustic wave velocity significantly decreases is the range of the damaged area of the surrounding rock, and the remaining area is the original rock area.

5. The quantitative evaluation method for the rockburst proneness of surrounding rock considering the excavation disturbance effect according to claim 4, characterized in that: The average wave velocity c of the original rock area is obtained by taking the average value of the acoustic wave P-wave velocity data of all rock masses in the original rock area p0 .

6. The quantitative evaluation method for the rockburst proneness of surrounding rock considering the excavation disturbance effect according to claim 5, characterized in that: In Step S4, if it is judged that the on-site acoustic wave test conditions of the surrounding rock are not met, determine the deformation modulus of the rock mass according to the Hoek-Brown strength criterion as In formula (2), E m is the deformation modulus of the rock mass, with the unit of GPa, and σ ci is the uniaxial compressive strength of the intact rock; According to formula (2), the rock mass in the protolith area corresponds to D = 0, and the deformation modulus E of the protolith area m0 is Then, the deformation modulus E of the in-situ rock mass can be determined by formula (3). m0 .

7. The quantitative evaluation method for the rockburst proneness of surrounding rock considering the excavation disturbance effect according to claim 6, characterized in that: In Step S4, if it is judged that the on-site acoustic wave test conditions of the surrounding rock are met, according to the Barton-Q system In formula (4), V p is the P-wave velocity of seismic waves, and E m is the deformation modulus of the rock mass; Then the deformation modulus E of the rock mass in the original rock area m0 is In formula (5), V p0 is the P-wave velocity of seismic waves in the original rock mass area; Rock mass acoustic wave P-wave velocity c p There is a linear fitting relationship with the seismic wave P-wave velocity V p = kc p + b (6) In Equation (6), both k and b are fitting constants, and c p is the acoustic wave velocity at different depths from the surrounding rock surface, and V p is the P-wave velocity of the seismic wave; if the data of the seismic wave and acoustic wave of the rock mass are missing, then V p = c p ; Substitute Equation (6) into Equation (4) and Equation (5) to obtain the deformation modulus E of the rock mass represented by the P-wave velocity c of the rock mass acoustic wave p and the deformation modulus E of the rock mass in the in-situ rock area m which are respectively m0 as follows In formulas (7) and (8), c p is the P-wave velocity of rock mass acoustic wave, and c p0 is the average wave velocity of the original rock area, and k is the fitting constant.

8. The quantitative evaluation method for the rockburst proneness of surrounding rock considering the excavation disturbance effect according to claim 7, characterized in that: In Step S5, by comparing and analyzing the actual failure characteristics of the rock specimen with the residual elastic energy index, different rockburst proneness levels can be determined. Among them, the calculation formula for the residual elastic energy index of the rock is A EF = U e - U a (9) In formula (9), U e is the elastic energy density before the peak of the uniaxial compression stress-strain curve of the rock, with the unit of kJ / m 3 , U a is the failure energy density after the peak of the uniaxial compression stress-strain curve of the rock, with the unit of kJ / m 3 , A EF is the residual elastic energy index of the rock; The residual elastic energy indices corresponding to the determined different rockburst proneness levels are Through fitting, obtain the relationship between the residual elastic energy index of the rock and the elastic modulus as A EF = 47.76 + 6.97E r (11) In formula (11), A EF is the residual elastic energy index of the rock, and E r is the elastic modulus of the rock; According to the research of Mitri and Polemis, the relationship between the deformation modulus of the rock mass and the elastic modulus of the rock is In formula (12), E m is the deformation modulus of the rock mass, and E r is the elastic modulus of the rock. RMR 76 is the rock mass geomechanics classification index proposed by Bieniawski in 1976; According to Hoek's research, when the RMR 76 > 18, the RMR 76 is equal to the GSI, so Equation (12) can be written as The remaining elastic energy index of surrounding rock is obtained by combining formula (11) and formula (13). and its deformation modulus E m The quantitative relationship formula (14) between them.

9. The quantitative evaluation method for the rockburst proneness of surrounding rock considering the excavation disturbance effect according to claim 8, characterized in that: If it is judged that the on-site acoustic wave test conditions of the surrounding rock are not met, the steps to determine the rockburst proneness of the surrounding rock according to the determined damage factor D of the surrounding rock are: Step S511: Obtain the deformation modulus E of the rock mass according to Formula (2) and Formula (3) m be In formula (15), E m0 is the deformation modulus of the rock mass in the original rock area, and E m is the deformation modulus of the rock mass; The residual elastic energy index of the surrounding rock is obtained according to Formulas (14) and (15). The quantitative relationship with the surrounding rock damage factor D is as follows: Step S512: Obtain the uniaxial compressive strength σ of the intact rock obtained in step S1 ci Substitute the geological strength index GSI value into formula (3) to obtain the deformation modulus E of the rock mass in the in-situ rock area m0 , let D m0 = 0 and substitute E m0 into formula (16) to obtain the residual elastic energy index of the rock mass in the in-situ rock area Evaluate the rockburst proneness of the rock mass in the in-situ rock area according to formula (10); Step S513: Substitute the surrounding rock damage factor D obtained in step S3 and the deformation modulus E of the rock mass in the original rock area obtained in step S512 m0 into formula (16) to obtain the remaining elastic energy index of the damaged surrounding rock area Evaluate the rockburst proneness of the rock mass in the original rock area according to formula (10).

10. The quantitative evaluation method for rockburst proneness of surrounding rock considering excavation disturbance effect according to claim 9, characterized in that: If it is judged that the on-site conditions are suitable for the surrounding rock acoustic wave test, obtain the P-wave velocity c of the rock mass acoustic wave at different depths from the surface of the surrounding rock according to the specifications p , and the steps to determine the rockburst proneness of the surrounding rock are as follows: Step S521: Combine Formula (7) and Formula (8) to obtain the deformation modulus of the rock mass In formula (17), E m0 is the deformation modulus of the original rock area or the undamaged rock mass, and E m is the deformation modulus of the rock mass, k is the fitting constant, and c p is the acoustic wave velocity at different depths from the surrounding rock surface, and c p0 is the average wave velocity of the original rock area; Combining formula (14) and formula (17) to obtain the remaining elastic energy index of surrounding rock and the P-wave velocity c of acoustic wave p The quantitative relationship between them is Step S522: According to the average wave velocity c of the rock mass in the original rock area in Step S3 p0 Substitute it into Equation (8) to obtain the deformation modulus E of the rock mass in the original rock area m0 , let c p = c p0 Substitute it into Equation (18) to obtain the residual elastic energy index of the rock mass in the original rock area Evaluate the rockburst proneness of the rock mass in the original rock area according to Equation (10); Step S523: Obtain the acoustic wave P-wave velocity c of the rock mass at different depths in the surrounding rock damage zone obtained in step S3 p Substitute it into formula (18) to obtain the remaining elastic energy index of the surrounding rock at different depths And evaluate the rockburst proneness of the surrounding rock in the damage zone according to formula (10).

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