Dynamic evaluation method for unloading damage of deep and high rock slope

Abstract

The application discloses a kind of deep cutting rock high slope unloading damage dynamic evaluation methods, determine the excavation range of deep cutting rock high slope, determine the physical and mechanical parameters of deep cutting rock high slope, test the wave velocity value and deformation modulus at different positions of high slope, determine the reference wave velocity value when deep cutting rock high slope does not occur damage, the reference deformation modulus when deep cutting rock high slope does not occur damage;Establish the coupling of acoustic wave test test and borehole elastic modulus test of deep cutting rock high slope unloading area range determination model;Determine the range of deep cutting rock high slope unloading damage area;Calculate unloading damage comprehensive evaluation coefficient value;According to the unloading damage comprehensive evaluation coefficient value of each coordinate point calculated, evaluation is carried out.The application can break through the single evaluation of deep cutting rock high slope unloading damage in the past, add unloading damage factors caused by engineering disturbance, rock mass deterioration, environmental evolution, and the evaluation system will be more comprehensive, quantitative evaluation of multi-factor coupling can be realized.

Description

TECHNICAL FIELD

[0001] The application belongs to the technical field of hydroelectric engineering, and particularly relates to a deep-cut rock high slope unloading damage dynamic evaluation method. BACKGROUND

[0002] In the hydroelectric engineering, the deep-cut rock high slope is different from the conventional slope and belongs to a special type of high slope engineering. The slope shape is formed by cutting the mountain slope to reduce the load and excavating from top to bottom. Due to the deep cutting of the ridge, a huge rock mass free face is formed, which not only constitutes the geometric condition of possible instability of the slope rock mass and brings the stability problem of the high slope rock mass, but also makes the stress-strain balance system formed in the rock mass for a long time be broken sharply in a relatively short time of excavation to form the high slope, so that a series of rock mass unloading damage problems will occur. The deep-cut rock high slope unloading damage specifically refers to the phenomenon of deformation, cracking or loosening caused by stress release in the deep-cut high slope due to engineering disturbance, rock mass deterioration and environmental evolution factors. Dynamic evaluation of unloading damage has become a difficult problem currently faced by the engineering, and is also a prerequisite for support design and construction.

[0003] In the current design and construction, the evaluation of the deep-cut rock high slope unloading damage is still in the qualitative and semi-quantitative stage, and the factors considered in the quantitative evaluation are too single. However, the excavation unloading is affected by multiple factors with different degrees of influence, and the traditional method cannot reflect the dynamic evolution of excavation damage, so the result of damage evaluation is inaccurate.

[0004] Therefore, it is particularly important to propose a deep-cut rock high slope unloading damage dynamic evaluation method which can consider the influence of multiple factors. SUMMARY

[0005] In view of the problems in the current deep-cut rock high slope unloading damage evaluation that the factors considered in the quantitative evaluation are too single and the dynamic evolution of excavation damage cannot be reflected, a deep-cut rock high slope unloading damage dynamic evaluation method which is more scientific and reasonable and more comprehensive is proposed, and the quantitative evaluation of multiple factor coupling can be realized.

[0006] To achieve the above purpose, the application provides a deep-cut rock high slope unloading damage dynamic evaluation method, which comprises the following steps:

[0007] 1) Conducting engineering site investigation to determine the excavation range of the deep-cut rock high slope; based on the site test, determining the physical and mechanical parameters of the deep-cut rock high slope; based on the acoustic wave test, testing the wave velocity values at different positions of the high slope; based on the drill elastic modulus test, testing the deformation modulus at different positions of the high slope; conducting indoor test to determine the reference wave velocity value S0 of the deep-cut rock high slope when no damage occurs and the reference deformation modulus E0 of the deep-cut rock high slope when no damage occurs;

[0008] 2) Establishing a model for determining the scope of the unloading area of the deep-cut rock high slope by coupling the acoustic wave test and the borehole elastic modulus test according to the acoustic wave test and the borehole elastic modulus test in step 1);

[0009] 3) Determining the scope of the unloading damage area of the deep-cut rock high slope according to the calculation result of the model for determining the scope of the unloading area of the deep-cut rock high slope in step 2);

[0010] 4) Calculating the unloading damage comprehensive evaluation coefficient value of each coordinate point in the scope of the unloading damage area of the deep-cut rock high slope in step 3) according to the unloading damage refined evaluation model;

[0011] 5) Evaluating according to the unloading damage comprehensive evaluation coefficient value of each coordinate point calculated in step 4).

[0012] Further, in step 2), the model for determining the scope of the unloading area of the deep-cut rock high slope by coupling the acoustic wave test and the borehole elastic modulus test is as follows:

[0013] (Formula 1)

[0014] (Formula 2)

[0015]

[0016] In the formula, q refers to the unloading area scope determination coefficient, q （x,z） refers to the determination coefficient at (x, z) coordinates; γ （x,z） refers to the model correction coefficient; α （x,z） refers to the acoustic wave test importance coefficient at (x, z) coordinates, β （x,z） refers to the deformation modulus test importance coefficient at (x, z) coordinates; S0 refers to the reference wave velocity value of the deep-cut rock high slope when no damage occurs, S （x,z） refers to the wave velocity value at (x, z) coordinates when the deep-cut rock high slope is unloaded; E0 refers to the reference deformation modulus value of the deep-cut rock high slope when no damage occurs, E （x,z） refers to the deformation modulus value at (x, z) coordinates when the deep-cut rock high slope is unloaded; a refers to the acoustic wave test sensitivity coefficient, and b refers to the deformation modulus test sensitivity coefficient.

[0017] Further, in the step 2), the acoustic wave test sensitivity coefficient a and the deformation modulus test sensitivity coefficient b are determined according to the physical and mechanical parameters of the deep-cut rock high slope, when the ratio of the wave velocity test value at the point to the reference wave velocity value is greater than or equal to 0.8, a is 1, when the ratio of the wave velocity test value at the point to the reference wave velocity value is less than 0.8, a is 1.1; when the ratio of the deformation modulus test value at the point to the reference deformation modulus is greater than or equal to 0.8, b is 1, when the ratio of the deformation modulus test value at the point to the reference deformation modulus is less than 0.8, b is 1.1.

[0018] Further, in the step 2), the acoustic wave test importance coefficient α （x,z） and the deformation modulus test importance coefficient β （x,z） at the (x, z) coordinate are calculated according to the following formula:

[0019] (Formula 4)

[0020] (Formula 5)

[0021] wherein, (Formula 6)

[0022] (Formula 7)

[0023] In the formula, α （x,z） represents the acoustic wave test importance coefficient at the (x, z) coordinate, β （x,z） represents the deformation modulus test importance coefficient at the (x, z) coordinate; S 归一化（x,z） represents the normalized wave velocity value at the (x, z) coordinate of the deep-cut rock high slope during unloading; μ s represents the mean value of all wave velocity values of the deep-cut rock high slope, σ s represents the standard deviation of all wave velocity values of the deep-cut rock high slope; S （x,z） represents the wave velocity value at the (x, z) coordinate of the deep-cut rock high slope during unloading; E 归一化（x,z） represents the normalized deformation modulus value at the (x, z) coordinate of the deep-cut rock high slope during unloading; E （x,z） represents the deformation modulus value at the (x, z) coordinate of the deep-cut rock high slope during unloading; μ d represents the mean value of all deformation modulus values of the deep-cut rock high slope, σ d represents the standard deviation of all deformation modulus values of the deep-cut rock high slope.

[0024] Further, in the step 3), the range of the unloading damage area of the deep-cut rock high slope is determined according to the calculation results of the model determined in the step 2) as follows:

[0025] when the calculated q（x,z） When the value is greater than or equal to 0.18, the coordinate point is an unloading area; all coordinate points in the unloading area are determined as the range of the unloading damage area of the deep-cut rock high slope.

[0026] Further, in the step 4), the unloading damage fine evaluation model is as follows:

[0027] (Formula 8)

[0028] In the formula, H （x,z） denotes the unloading damage comprehensive evaluation coefficient at the (x, z) coordinate; e denotes a natural constant; M and N both denote comprehensive influence constants; δ g(x,z) denotes the unloading damage strain at the (x, z) coordinate caused by the engineering disturbance factor (obtained by field engineering disturbance strain testing); δ y(x,z) denotes the unloading damage strain at the (x, z) coordinate caused by the rock mass deterioration factor (obtained by field rock mass deterioration strain testing); δ h(x,z) denotes the unloading damage strain at the (x, z) coordinate caused by the environmental evolution factor (obtained by field environmental evolution strain testing); δ j denotes the unloading damage limit strain (obtained by field limit tensile strain testing); and θ denotes an emphasis coefficient.

[0029] Further, M is taken as 1.0 or 1.1, and N is taken as 1.0 or 1.1; when the engineering disturbance, rock mass deterioration and environmental evolution are strong, M and N are both taken as 1.1; and when the engineering disturbance, rock mass deterioration and environmental evolution are not strong, M and N are both taken as 1.0.

[0030] Further, in the step 5), the unloading damage comprehensive evaluation coefficient values of each coordinate point calculated in the step 4) are arranged from large to small to obtain a data set K; a coordinate point area corresponding to the first 40% of the data set K is defined as a strong unloading area; a coordinate point area corresponding to the middle 40% to 70% of the data set K is defined as a weak unloading area; and a coordinate point area corresponding to the last 30% of the data set K is defined as a micro unloading area.

[0031] Compared with the prior art, the present application has the following beneficial effects:

[0032] (1) The unloading area range determination model of the deep-cut rock high slope proposed by the present application preliminarily determines the unloading area range of the deep-cut slope, realizes fine evaluation of the unloading damage degree in the unloading area range through the multi-factor coupled unloading damage fine evaluation model established based on the engineering disturbance, rock mass deterioration and environmental evolution, and makes the evaluation result more scientific and reasonable through “preliminarily determining the unloading area range-fine evaluation of the damage in the determined unloading area range”.

[0033] (2) The present application can realize real-time dynamic evaluation of the damage degree of the unloading area by calculation, thereby providing suitable supporting opportunity for supporting measures; and promoting the development of unloading damage evaluation of deep-cut rock high slope from "qualitative and semi-quantitative stage" to "fine quantitative".

[0034] (3) The present application can break through the single evaluation of unloading damage of deep-cut rock high slope in the past, and add unloading damage factors caused by engineering disturbance, rock mass deterioration and environmental evolution, so that the evaluation system will be more comprehensive, and quantitative evaluation of multi-factor coupling can be realized. BRIEF DESCRIPTION OF DRAWINGS

[0035] In order to more clearly illustrate the technical solutions of the disclosed embodiments, the drawings of the embodiments will be briefly introduced as follows, which are only used for the purpose of illustration, and are not intended to limit the protection scope of the present application.

[0036] Figure 1 It is a schematic diagram of the unloading area range determination model of the deep-cut rock high slope coupled with the acoustic wave test and the borehole elastic modulus test of the present application. DETAILED DESCRIPTION

[0037] The technical solutions of the present application (including the preferred technical solutions) will be further described in detail below by means of the drawings and by listing some optional embodiments of the present application. Obviously, the described embodiments are only a part of the embodiments of the present application, not all the embodiments. Based on the embodiments of the present application, all other embodiments obtained by those skilled in the art without creative labor are within the scope of protection of the present application.

[0038] The deep-cut rock high slope unloading damage dynamic evaluation method comprises the following steps:

[0039] 1) Conduct engineering site investigation to determine the excavation range of the deep-cut rock high slope; based on the site test, determine the physical and mechanical parameters of the deep-cut rock high slope; based on the acoustic wave test, test the wave velocity values at different positions of the high slope; based on the borehole elastic modulus test, test the deformation modulus at different positions of the high slope; conduct indoor test to determine the reference wave velocity value S0 of the deep-cut rock high slope when no damage occurs, and the reference deformation modulus E0 of the deep-cut rock high slope when no damage occurs;

[0040] 2) As shown in the formula (1), the unloading area range determination model of the deep-cut rock high slope coupled with the acoustic wave test and the borehole elastic modulus test is established according to the acoustic wave test and the borehole elastic modulus test in step 1), as follows: Figure 1

[0041] (Formula 1)

[0042] (Formula 2)​

[0043]

[0044] where q is the unloading zone range coefficient, q （x,z） is the coefficient of the unloading zone range; γ （x,z） is the model correction coefficient; α （x,z） is the acoustic test importance coefficient at the (x, z) coordinate, β （x,z） is the deformation modulus test importance coefficient at the (x, z) coordinate; S0 is the reference wave velocity value of the deep-cut rock high slope when no damage occurs, S （x,z） is the wave velocity value at the (x, z) coordinate when the deep-cut rock high slope is unloaded; E0 is the reference deformation modulus value of the deep-cut rock high slope when no damage occurs, E （x,z） is the deformation modulus value at the (x, z) coordinate when the deep-cut rock high slope is unloaded; a is the acoustic test sensitivity coefficient, and b is the deformation modulus test sensitivity coefficient.

[0045] where the acoustic test sensitivity coefficient a and the deformation modulus test sensitivity coefficient b are determined according to the physical and mechanical parameters of the deep-cut rock high slope, a is taken as 1 when the ratio of the wave test value to the reference wave velocity value at the point is greater than or equal to 0.8, a is taken as 1.1 when the ratio of the wave test value to the reference wave velocity value at the point is less than 0.8; b is taken as 1 when the ratio of the deformation modulus test value to the reference deformation modulus at the point is greater than or equal to 0.8, and b is taken as 1.1 when the ratio of the deformation modulus test value to the reference deformation modulus at the point is less than 0.8.

[0046] The acoustic test importance coefficient α （x,z） and the deformation modulus test importance coefficient β （x,z） at the (x, z) coordinate are calculated according to the following formulas:

[0047] (Formula 4)

[0048] (Formula 5)

[0049] wherein, (Formula 6)

[0050] (Formula 7)

[0051] wherein, α （x,z） is the acoustic test importance coefficient at the (x, z) coordinate, β （x,z） is the deformation modulus test importance coefficient at the (x, z) coordinate; S 归一化（x,z） is the normalized acoustic wave velocity value at the (x, z) coordinate when the deep-cut rock high slope is unloaded; μ sσ refers to the mean value of all wave velocity values of the deep-cut high rock slope s σ refers to the standard deviation of all wave velocity values of the deep-cut high rock slope （x,z） E refers to the wave velocity value at the (x, z) coordinate of the deep-cut high rock slope under unloading 归一化（x,z） E refers to the normalized deformation modulus value at the (x, z) coordinate of the deep-cut high rock slope under unloading （x,z） μ refers to the deformation modulus value at the (x, z) coordinate of the deep-cut high rock slope under unloading d σ refers to the mean value of all deformation modulus values of the deep-cut high rock slope d σ refers to the standard deviation of all deformation modulus values of the deep-cut high rock slope

[0052] 3) Determine the range of the unloading damage area of the deep-cut high rock slope based on the calculation results of the unloading area range determination model in step 2), as follows:

[0053] The unloading area range division formula is established as follows:

[0054] (Formula 9)

[0055] In the formula, G （x,z） G refers to the unloading area discrimination formula at the (x, z) coordinate 进入卸荷区（x,z） G refers to that the (x, z) coordinate has entered the unloading area 未进入卸荷区（x,z） G refers to that the (x, z) coordinate has not entered the unloading area （x,z） q refers to the circumscription coefficient at the (x, z) coordinate

[0056] When the calculated q （x,z） value is greater than or equal to 0.18, the coordinate point is in the unloading area; all coordinate points in the unloading area are determined as the range of the unloading damage area of the deep-cut high rock slope.

[0057] 4) Calculate the unloading damage comprehensive evaluation coefficient value H （x,z） of each coordinate point in the range of the unloading damage area of the deep-cut high rock slope in step 3) according to the unloading damage refined evaluation model.

[0058] The unloading damage refined evaluation model is established based on the coupling of engineering disturbance, rock mass deterioration, and environmental evolution, and the unloading damage refined evaluation model is as follows:

[0059] (Formula 8)

[0060] In the formula, H （x,z） H refers to the unloading damage comprehensive evaluation coefficient at the (x, z) coordinate; e refers to a natural constant; M and N both refer to comprehensive influence constants; δ g(x,z)δ y(x,z) δ h(x,z) δ j θ

[0061] M takes 1.0 or 1.1, N takes 1.0 or 1.1; when the engineering disturbance, rock mass deterioration, and environmental evolution are strong, M and N both take 1.1; when the engineering disturbance, rock mass deterioration, and environmental evolution are not strong, M and N both take 1.0; θ refers to an emphasis coefficient, which takes 0.9 when the unloading damage at the (x, z) coordinate is strong, and takes 1.0 when the unloading damage at the (x, z) coordinate is not strong.

[0062] 5) According to the unloading damage comprehensive evaluation coefficient value H of each coordinate point calculated in step 4) （x,z） The data set K is arranged from large to small, and the coordinate point region corresponding to the top 40% of the data set K is defined as a strong unloading region, the coordinate point region corresponding to the middle 40% to 70% of the data set K is defined as a weak unloading region, and the coordinate point region corresponding to the last 30% of the data set K is defined as a micro unloading region; that is:

[0063] (Formula 10)

[0064] In the formula, J is an unloading damage degree judgment formula, J1 refers to a strong unloading region, J2 refers to a weak unloading region, and J3 refers to a micro unloading region.

[0065] The evaluation method of the present application is further described below in combination with specific embodiments.

[0066] The dam shoulder slope of a certain hydropower station in the southwest region is a typical deep-cut rock high slope with a maximum slope height of 320 meters, and the rock mass is mainly granite. In the past calculation, the unloading damage evaluation of the deep-cut rock high slope has the problems of too single consideration of factors in quantitative evaluation and inability to reflect the dynamic evolution of excavation damage. Based on the proposed patent technical solution, the following dynamic evaluation process of the unloading damage of the deep-cut rock high slope is carried out.

[0067] (1) For the dam shoulder slope of a certain hydropower station in the southwest region, the wave velocity values at different positions of coordinate point 1 to coordinate point 10 of the slope are obtained based on the acoustic wave test; the deformation modulus at the positions of coordinate point 1 to coordinate point 10 of the slope is obtained based on the drill hole elastic modulus test. The data obtained by the test of the slope is shown in Table 1:

[0068] Table 1 Test values at different positions based on acoustic wave test and based on drill hole elastic modulus test

[0069]

[0070] Based on the indoor test of the field sample, the reference wave velocity value of the deep-cut rock high slope when no damage occurs is 4500 m / s, and the reference deformation modulus is 25 GPa.

[0071] (2) Taking coordinate point 1 as an example, according to the established "coupling of acoustic wave test and elastic modulus test to determine the unloading area range of deep-cut rock high slope model", according to formula (1), the unloading area range coefficient formula of coordinate point 1 can be obtained:

[0072]

[0073] In the formula, q1 refers to the coefficient of the coordinate point 1; γ1 refers to the model correction coefficient, since the wave velocity value at this point is not lower than the average value, so it is taken as 1.1; S0 refers to the reference wave velocity value of the deep-cut rock high slope when no damage occurs, which is 4500 m / s; E0 refers to the reference deformation modulus value of the deep-cut rock high slope when no damage occurs, which is 25 GPa; a refers to the acoustic wave test sensitivity coefficient, and b refers to the deformation modulus test sensitivity coefficient, the value is determined according to the physical and mechanical properties of the deep-cut rock high slope, since the ratio of the test value at this point to the reference value is greater than 0.8, so it is taken as 1.

[0074] α1 refers to the acoustic wave test importance coefficient at coordinate point 1, and β1 refers to the deformation modulus test importance coefficient at coordinate point 1; which can be obtained by substituting formula (4)-(7):

[0075]

[0076]

[0077]

[0078]

[0079] In the formula, S 归一化（1） refers to the normalized acoustic wave velocity value at coordinate point 1 when the deep-cut rock high slope is unloaded; μ s refers to the mean value of all wave velocity values, and σ s refers to the standard deviation of all acoustic wave velocity values; E 归一化（1） refers to the normalized deformation modulus value at coordinate point 1 when the deep-cut rock high slope is unloaded; μ d refers to the mean value of all deformation modulus values, and σ d refers to the standard deviation of all deformation modulus values.

[0080] So, the values of the above are brought into (Formula 1) - (Formula 3) to obtain the value of the circle coefficient q1 of the coordinate point 1:

[0081]

[0082] According to the above process, the values of the remaining 9 coordinate points are calculated respectively, as shown in the following table:

[0083] Table 2: Circle coefficients of coordinate points 1 to 10

[0084]

[0085] According to (Formula 9), when q （x,z） is greater than or equal to 0.18, it is determined to be an unloading area. Then in Table 2, coordinate point 1, coordinate point 4, and coordinate point 7 enter the unloading area.

[0086] Based on the field strain test, the unloading damage limit strain of the region is 0.35%. The unloading strain of coordinate point 1, coordinate point 4, and coordinate point 7 is shown in Table 3:

[0087] Table 3: Unloading strain of coordinate points 1, 4, and 7

[0088] Unloading damage strain caused by engineering disturbance factors Unloading damage strain caused by rock mass deterioration factors Unloading damage strain caused by environmental evolution factors Coordinate point 1 0.05% 0.05% 0.02% Coordinate point 4 0.06% 0.05% 0.02% Coordinate point 7 0.04% 0.04% 0.02%

[0089] The unloading strain of coordinate point 1, coordinate point 4, and coordinate point 7 is brought into (Formula 8) respectively to obtain:

[0090]

[0091]

[0092]

[0093] In the formula, H1 refers to the unloading damage comprehensive evaluation coefficient at coordinate point 1; H4 refers to the unloading damage comprehensive evaluation coefficient at coordinate point 4; and H7 refers to the unloading damage comprehensive evaluation coefficient at coordinate point 7.

[0094] The unloading damage comprehensive evaluation coefficient values H （x,z） The data set K is arranged in descending order to obtain the data set K,

[0095]

[0096] The coordinate point region corresponding to the top 40% of the data set K is defined as a strong unloading area, and the coordinate point region corresponding to 0.3478 is a strong unloading area.

[0097] The coordinate point region corresponding to the middle 40% to 70% of the data set K is defined as a weak unloading area, and the coordinate point region corresponding to 0.2903 is a weak unloading area.

[0098] The coordinate point area corresponding to 30% of the data set K after sorting is defined as a micro unloading area, and the coordinate point area corresponding to 0.2422 is a micro unloading area.

[0099] In summary, the coordinate point 1 is a weak unloading area, the coordinate point 4 is a strong unloading area, and the coordinate point 7 is a micro unloading area.

[0100] Those skilled in the art can easily understand that the above is only a preferred embodiment of the present application, and is not intended to limit the present application, and any modifications, combinations, replacements, improvements, etc. made within the spirit and principles of the present application are included in the protection scope of the present application.

Claims

1. A method for dynamically evaluating unloading damage of a deep-cut rock high slope, characterized in that: The method comprises the following steps: 1) conducting an engineering site survey to determine the excavation range of the deep-cutting high rock slope; based on the site test, determining the physical and mechanical parameters of the deep-cutting high rock slope; Based on the acoustic wave test, the wave velocity values at different positions of the high slope are tested; Based on the drill hole elastic modulus test, the deformation modulus at different positions of the high slope is tested; indoor tests are conducted to determine the reference wave velocity value S0 of the deep-cutting high rock slope when no damage occurs and the reference deformation modulus E0 of the deep-cutting high rock slope when no damage occurs; 2) According to the acoustic wave test and drill hole elastic modulus test in step 1), a deep-cutting high rock slope unloading area range determination model coupled with acoustic wave test and drill hole elastic modulus test is established; 3) According to the calculation results of the deep-cutting high rock slope unloading area range determination model in step 2), the range of the unloading damage area of the deep-cutting high rock slope is determined; 4) According to the unloading damage refined evaluation model, the unloading damage comprehensive evaluation coefficient value of each coordinate point in the range of the unloading damage area of the deep-cutting high rock slope in step 3) is calculated; 5) According to the unloading damage comprehensive evaluation coefficient value of each coordinate point calculated in step 4), evaluation is performed.

2. The method according to claim 1, wherein the method is characterized by: In the step 2), the deep-cutting high rock slope unloading area range determination model coupled with acoustic wave test and drill hole elastic modulus test is as follows: (Formula 1) (Formula 2) (Formula 3) where q is the unloading zone range coefficient, q （x,z） denotes the range coefficient at (x, z) coordinates; γ （x,z） denotes the model correction coefficient; α （x,z） denotes the acoustic test importance coefficient at (x, z) coordinates, β （x,z） denotes the deformation modulus test importance coefficient at (x, z) coordinates; S0 denotes the reference wave velocity value of the deep-cutting rock high slope when no damage occurs, S （x,z） denotes the wave velocity value at (x, z) coordinates when the deep-cutting rock high slope is unloaded; E0 denotes the reference deformation modulus value of the deep-cutting rock high slope when no damage occurs, E （x,z） denotes the deformation modulus value at (x, z) coordinates when the deep-cutting rock high slope is unloaded; a denotes the acoustic test sensitivity coefficient, and b denotes the deformation modulus test sensitivity coefficient.

3. The method according to claim 2, wherein the method further comprises: In the step 2), the acoustic wave test sensitivity coefficient a and the deformation modulus test sensitivity coefficient b are determined according to the physical and mechanical parameters of the deep-cutting high rock slope, a is 1 when the ratio of the wave velocity test value at the point to the reference wave velocity value is greater than or equal to 0.8, a is 1.1 when the ratio of the wave velocity test value at the point to the reference wave velocity value is less than 0.8; b is 1 when the ratio of the deformation modulus test value at the point to the reference deformation modulus is greater than or equal to 0.8, b is 1.1 when the ratio of the deformation modulus test value at the point to the reference deformation modulus is less than 0.

8.

4. The method of claim 2, wherein the method further comprises: In the step 2), the sound wave test importance coefficient a at the (x, z) coordinate （x,z） and the modulus of deformation test importance coefficient β （x,z） are calculated according to the following formula: (Formula 4) (Formula 5) wherein, (Formula 6) (Formula 7) wherein α （x,z） denotes the acoustic wave test importance coefficient at the (x, z) coordinate, β （x,z） denotes the deformation modulus test importance coefficient at the (x, z) coordinate; S 归一化（x,z） denotes the normalized acoustic wave velocity value at the (x, z) coordinate when the deep-cut rock high slope is unloaded; μ s denotes the mean value of all the wave velocity values of the deep-cut rock high slope, σ s denotes the standard deviation of all the acoustic wave velocity values of the deep-cut rock high slope; S （x,z） denotes the wave velocity value at the (x, z) coordinate when the deep-cut rock high slope is unloaded; E 归一化（x,z） denotes the normalized deformation modulus value at the (x, z) coordinate when the deep-cut rock high slope is unloaded; E （x,z） denotes the deformation modulus value at the (x, z) coordinate when the deep-cut rock high slope is unloaded; μ d denotes the mean value of all the deformation modulus values of the deep-cut rock high slope, σ d denotes the standard deviation of all the deformation modulus values of the deep-cut rock high slope.

5. The method of claim 2, wherein the method further comprises: In the step 3), according to the calculation results of the deep-cutting high rock slope unloading area range determination model in step 2), the range of the unloading damage area of the deep-cutting high rock slope is determined as follows: When the calculated q （x,z） When the calculated q （x,z） When the calculated q （x,z） When the calculated q （x,z） When the calculated q （x,z） When the calculated q （x,z） When the calculated q （x,z） When the calculated q （x,z） When the calculated q （x,z） When the calculated q （x,z） When the calculated q （x,z） When the calculated q <000001 6. The method of claim 5, wherein the method further comprises: In the step 4), the unloading damage refined evaluation model is as follows: (Formula 8) In the formula, H （x,z） denotes the comprehensive evaluation coefficient of unloading damage at the (x, z) coordinate; e denotes a natural constant; M and N both denote comprehensive influence constants; δ g(x,z) denotes the unloading damage strain at the (x, z) coordinate caused by the engineering disturbance factor; δ y(x,z) denotes the unloading damage strain at the (x, z) coordinate caused by the rock mass deterioration factor; δ h(x,z) denotes the unloading damage strain at the (x, z) coordinate caused by the environmental evolution factor; δ j denotes the unloading damage limit strain; and θ denotes an emphasis coefficient.

7. The method according to claim 6, wherein the method further comprises: M is 1.0 or 1.1, and N is 1.0 or 1.1; when the engineering disturbance, rock mass degradation and environmental evolution are strongly affected, M and N are both 1.1; when the engineering disturbance, rock mass degradation and environmental evolution are not strongly affected, M and N are both 1.

0.

8. The method of claim 1, wherein the method further comprises: determining the stress state of the high rock slope. In the step 5), the unloading damage comprehensive evaluation coefficient values of each coordinate point calculated in step 4) are arranged from large to small to obtain a data set K, the coordinate point area corresponding to the first 40% of the data set K is defined as a strong unloading area, the coordinate point area corresponding to the middle 40% to 70% of the data set K is defined as a weak unloading area, and the coordinate point area corresponding to the last 30% of the data set K is defined as a micro unloading area.

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