A method for assessing the damage degree of surface buildings in tectonic stress metal mines

Abstract

The present invention provides a method for evaluating the damage degree of surface buildings in a tectonic stress type metal mine. First, the surface horizontal strain ε ground and the surface curvature k ground are converted into building horizontal strain ε structure and deflection Δ structure , then calculate the maximum tensile strain ε bmax and the maximum diagonal strain ε dmax ; Then simulate different surface horizontal strains ε ground and the surface curvature k ground Building damage level D i Next, the simulation results are statistically analyzed to calculate the damage level exceeding D i The probability and average damage level μ D Finally, select a suitable binary function to calculate the horizontal strain ε of different ground surfaces. ground and the surface curvature k ground The damage level under exceeds D i The probability P(damage level ≥D i ) is fitted, a binary fragility function is developed, and the corresponding binary vulnerability function is derived. According to the established binary fragility function and binary vulnerability function, the damage degree of surface buildings in tectonic stress type metal mines is evaluated, which provides a basis for the layout of surface buildings in mining areas and safe production.

Description

Technical Field

[0001] The invention belongs to the field of rock stratum movement research in mining engineering, and more specifically relates to a method for assessing the degree of damage to surface buildings in a tectonic stress type metal mine. Background Art

[0002] In the process of underground ore mining in metal mines, it is inevitable to cause the movement and deformation of rock strata and the ground surface, which will cause the buildings arranged on the ground surface to suffer varying degrees of damage (such as wall cracking, foundation dislocation, etc.). Especially for tectonic stress metal mines, due to the existence of tectonic stress, the mining area will suffer large-scale surface and rock movement. The range of surface movement caused by underground mining in tectonic stress metal mines is often much larger than the range demarcated by the design. This makes many key buildings arranged on the surface of the mining area suffer varying degrees of damage in advance, seriously threatening the safety of mine production, the surrounding environment and the safety of people's lives and property. Therefore, it is particularly important to evaluate the degree of damage to the surface buildings of tectonic stress metal mines based on the mine surface deformation monitoring data, which provides a basis for the layout and safety of surface buildings in the mining area.

[0003] The building damage assessment method based on vulnerability and fragility functions can not only take into account the variability of parameters in the traditional building damage assessment method, but also overcome the problem of damage level jump at the dividing point in the traditional method. The Burland analysis method, as a traditional building damage assessment method, can take into account the characteristics of buildings and sites compared to the empirical rule. Therefore, many scholars choose to use the Burland analysis method to develop vulnerability and fragility functions. However, in the current study, it was found that the surface horizontal strain ε ground and the surface curvature k ground The conversion factor K site It has a great influence on the vulnerability and fragility function. In addition, due to the complex overall deformation of the surface of tectonic stress metal mines, there are not only continuous deformation and discontinuous deformation, but also different degrees of discontinuous deformation in different regions. This makes the horizontal strain ε ground and the surface curvature k ground The conversion parameter K site It is difficult to determine in practice, and the current research methods are difficult to accurately assess the degree of damage to surface buildings in tectonic stress metal mines. Therefore, based on the Burland analysis method, it is possible to consider the horizontal surface strain ε ground and the surface curvature k ground At the same time, as a disaster intensity factor, the development of binary vulnerability and fragility functions can accurately assess the degree of damage to surface buildings in tectonic stress metal mines. Summary of the invention

[0004] The present invention belongs to the field of rock movement research in mining engineering, and more specifically relates to a method for evaluating the degree of damage to surface buildings in a tectonic stress type metal mine, wherein the method is based on the surface horizontal strain ε ground and the surface curvature k ground The binary vulnerability and fragility function established as the hazard intensity factor is used to assess the damage degree of buildings, which includes the following steps:

[0005] S01. Determine the horizontal surface strain ε ground and the surface curvature k ground In the range of values, several data points are set at the set data interval within the range, and the surface horizontal strain ε ground and the surface curvature k ground The data points are converted into building horizontal strain ε structure and deflection Δ structure ;

[0006] S02. Investigate the building types that need to develop binary vulnerability and fragility functions, investigate the building parameters and site parameters of each building type, and construct the corresponding parameter database;

[0007] S03, randomly generating multiple groups of model parameters based on the database constructed in step S02;

[0008] S04, select the transversely isotropic deep beam model in the Burland analysis method to obtain all groups of model parameters within the range of values ​​set in step S01 for different surface horizontal strains ε ground and the surface curvature k ground The corresponding maximum tensile strain ε bmax and the maximum diagonal strain ε dmax , and then take the ε of each set of model parameters bmax and ε dmax The maximum value between the two is taken as the critical tensile strain ε crit To assess the building damage level D i , get N groups of statistical results;

[0009] S05: The building damage level D in step S04 i The simulation results are statistically analyzed to determine the different horizontal surface strains ε ground and the surface curvature k ground The damage level D in the following N groups of statistical results i The frequency distribution of the damage level exceeding D in N groups of statistical results is then calculated. i The probability of

[0010] S06, select a suitable binary logistic function to calculate the horizontal strain ε of different ground surfaces in step S05. ground and the surface curvature kground The damage level under the i The probability P(damage level ≥D i ) is fitted to obtain the binary fragility function:

[0011]

[0012] Based on the binary fragility function, the binary vulnerability function is derived;

[0013]

[0014] where a i 、b i and c i There are n kinds of damage levels D1~D n The undetermined coefficient of

[0015] S07, the ε of the building to be tested ground and k ground The value of is substituted into the established binary vulnerability function to obtain the damage level of the building to be tested.

[0016] In step S01, the surface horizontal strain ε ground and the surface curvature k ground are converted into building horizontal strain ε structure and deflection Δ structure The process is as follows:

[0017] First, use the following geometric relationship to calculate the radius of curvature of the ground surface, R ground The ground deflection Δ of a building with a length of L at ground :

[0018]

[0019] Where the radius of curvature of the ground surface is R ground The reciprocal of the surface curvature k ground , assuming that the radius of curvature of the ground surface at a building with a length of L is a constant. Similarly, the horizontal strain of the ground surface at a single building can also be assumed to be a constant.

[0020]

[0021] Secondly, the surface horizontal strain ε can be calculated using the following formula ground and the surface curvature k ground are converted into building horizontal strain ε structure and deflection Δ structure :

[0022]

[0023] Where K εand K Δ is the conversion factor, which depends on the interaction between the ground and the building. Both parameters depend on the ratio of the building stiffness to the ground stiffness.

[0024] The failure mode of the transversely isotropic deep beam in the Burland analysis method selected in step S02 is the maximum tensile strain ε bmax and the maximum diagonal strain ε dmax The bending failure and shear failure caused by them are shown in Figure 2.

[0025] The building parameters include length L, height H, moment of inertia I of the cross section about the neutral axis, distance y between the neutral axis and the fibers on the tensile surface of the beam, Poisson's ratio v perpendicular to the isotropic surface, elastic modulus E and shear modulus G within the isotropic surface, and site parameters include conversion coefficient K ε and K Δ , surface horizontal strain ε ground and the surface curvature k ground .

[0026] The ε obtained in step S04 bmax and ε dmax The process is as follows:

[0027] First, calculate the deflection Δ structure The tensile strain and diagonal strain ε generated in the deep beam under the action b and ε d， , calculated as follows:

[0028]

[0029] Then, the maximum tensile strain ε of the deep beam is calculated bmax and the maximum diagonal strain ε dmax , the calculation method is as follows:

[0030]

[0031] In step S05, different surface horizontal strains ε ground and the surface curvature k ground The damage level D in the following N groups of statistical results i The frequency distribution of is calculated as follows:

[0032]

[0033] Where n(D i ) refers to the damage level D in the N group of statistical results i The number of i ) refers to the damage level D in the N group of statistical results i frequency.

[0034] In step S05, the damage level of the N groups of statistical results is calculated to exceed D i The probability and average damage level μ D Calculate according to the following formula:

[0035]

[0036] μ D =∑P(Damage level = D i )·D i (7).

[0037] Step S06 includes: creating a three-dimensional coordinate system with the data in the N sets of statistical results of the building type, wherein the X-axis represents the horizontal strain ε of the ground surface ground , the Y axis represents the surface curvature k ground , the Z axis represents the damage level exceeding D i The probability P(damage level ≥D i ), with ε ground and k ground is the independent variable, P(damage level ≥D i ) is the dependent variable, and each group of the building type (ε ground , k ground ) corresponding to P(damage level ≥D i ) is plotted as a point in the three-dimensional coordinate system to obtain a three-dimensional discrete point distribution map, and the binary Logistic function is selected to fit the three-dimensional discrete point distribution map to obtain the binary vulnerability function:

[0038]

[0039] where a i 、b i and c i There are n kinds of damage levels D1~D n The undetermined coefficient.

[0040] The binary vulnerability function derived in step S06 is specifically shown in formula (9):

[0041]

[0042] where f i (ε ground ,k ground ) is P(damage level ≥D i ) binary fragility function, μ D (ε ground ,k ground ) is a binary vulnerability function.

[0043] The beneficial effects of the present invention are: using the empirical formula To describe the horizontal surface strain ε in tectonic stress metal mines ground and the surface curvature k ground The relationship between ε and ε may have a large error, so the present invention proposes to use the Burland analysis method to convert ε ground With k ground At the same time, the method of developing binary vulnerability and fragility functions as disaster intensity factors solves the problem of accurate assessment of the degree of damage to surface buildings in tectonic stress-type metal mines. This method has been successfully applied to a metal mine in Hubei Province, providing a basis for the layout and safe production of surface buildings in domestic tectonic stress-type metal mines, and has important theoretical significance and application value. BRIEF DESCRIPTION OF THE DRAWINGS

[0044] Figure 1 It is a method for assessing the damage degree of surface buildings in tectonic stress metal mines.

[0045] Figure 2 is the binary fragility function diagram of unreinforced and reinforced masonry structures;

[0046] Figure 3 It is the damage boundary diagram of unreinforced and reinforced masonry structures P (damage level ≤ Di) at 95%;

[0047] Figure 4 is the binary fragility function diagram of unreinforced and reinforced masonry structures;

[0048] Figure 5 Contour diagram of binary fragility function of unreinforced and reinforced masonry structures. DETAILED DESCRIPTION

[0049] In order to make the technical advantages of the present invention more clearly understood, the present invention is further described in detail below based on the surface deformation of the upper plate of a domestic tectonic stress type metal mine, and assuming that the metal mine has the same site parameters as the Lorraine mining area in France and has the same buildings (taking the unreinforced masonry structure (URM-Unreinforced masonry) and reinforced masonry structure (RM-Reinforced masonry) in the mining area as examples).

[0050] K01, Surface horizontal strain ε calculated based on the disaster intensity factor used in the Lorraine mining area ground Range, the surface horizontal strain ε of the metal mine area ground The upper and lower limits are 0.012 and 0m.m respectively. -1 , the horizontal strain ε at the surface ground The upper and lower limits are separated by a data interval of 0.001 mm. -1 Take several horizontal surface strains ε grounddata points, and the surface curvature k ground The lower limit is 0m -1 , surface curvature k ground The upper limit value is based on the formula And the upper plate K of the mining area site The best fitting value of K is estimated. site is the horizontal surface strain ε ground and the surface curvature k ground The conversion parameter between the two is about 0.001m -1 , at surface curvature k ground The upper and lower limits are separated by a data interval of 0.001 mm. -1 Take some surface curvature k ground Data points.

[0051] K02, using MC method to simulate different ε ground and k ground The building damage level D of the N group model i , and the calculated damage level exceeds D i The probability P(damage level ≥D i );

[0052] Step K02 includes:

[0053] S01. Convert the site deformation value caused by mining of underground ore bodies in the mining area into the building deformation value, that is, convert the surface horizontal strain ε in the data group of step K01 into the building deformation value. ground and the surface curvature k ground are converted into building horizontal strain ε structure and deflection Δ structure ;

[0054] S02. Investigate the building types that need to develop binary vulnerability and fragility functions, investigate the building parameters and site parameters of each building type, and construct the corresponding parameter database;

[0055] S03, randomly generating multiple groups of model parameters based on the database constructed in step S02; each group of model parameters is not repeated, and the parameter values ​​are evenly distributed in the parameter database;

[0056] S04, then select the transversely isotropic deep beam model in the Burland analysis method to obtain all groups of model parameters within the range of values ​​set in step K01 for different surface horizontal strains ε ground and the surface curvature k ground The corresponding maximum tensile strain ε bmax and the maximum diagonal strain ε dmax , and then take the ε of each set of model parameters bmax and ε dmax The maximum value between the two is taken as the critical tensile strain εcrit To assess the building damage level D i , get N groups of statistical results;

[0057] S05: The building damage level D in step S04 i The simulation results are statistically analyzed to determine the different horizontal surface strains ε ground and the surface curvature k ground The damage level D in the following N groups of statistical results i The frequency distribution of the damage level exceeding D in N groups of statistical results is then calculated. i The probability and average damage level μ D ;

[0058] Specifically, step S01 converts the surface horizontal strain ε in step K01 into ground and the surface curvature k ground are converted into building horizontal strain ε structure and deflection Δ structure The process is as follows:

[0059] First, use the following geometric relationship to calculate the radius of curvature of the ground surface, R ground The ground deflection Δ of a building with a length of L at ground :

[0060]

[0061] Where the radius of curvature of the ground surface is R ground The reciprocal of the surface curvature k ground , let the radius of curvature of the ground surface at the building be L, R ground is a constant, and similarly, the horizontal ground strain ε at a single building ground It can also be assumed to be a constant.

[0062] Secondly, the surface horizontal strain ε can be calculated using the following formula ground and the surface curvature k ground are converted into building horizontal strain ε structure and deflection Δ structure :

[0063]

[0064] Where K ε and K Δ is the conversion factor, which depends on the interaction between the ground and the building. Both parameters depend on the ratio of the building stiffness to the ground stiffness.

[0065] The step S02 includes building type survey and building site parameter database construction. The building types adjusted according to the site conditions in the Lorraine mining area in France are shown in Table 1, and the building parameters are uniformly distributed. The site parameter range is as described in K01.

[0066] Table 1 Building and site parameter values ​​of the Lorraine mining area in France

[0067]

[0068] The ε obtained in step S04 bmax and ε dmax The process is as follows:

[0069] First, calculate the deflection Δ structure The tensile strain ε generated in the deep beam under the action b and the diagonal strain ε d， , calculated as follows:

[0070]

[0071] Where: L and H refer to the length and height of the building respectively, I refers to the moment of inertia of the cross section about the neutral axis, I = bH 3 / 12, where the cross-sectional width b is assumed to be unit 1, so I = H 3 / 12; y refers to the distance between the neutral axis and the fibers on the tensile surface of the beam, y=H / 2; E and G refer to the elastic modulus and shear modulus within the isotropic surface, respectively.

[0072] Then, the maximum tensile strain ε of the deep beam is calculated bmax and the maximum diagonal strain ε dmax , the calculation method is as follows:

[0073]

[0074] Where ν refers to the Poisson's ratio perpendicular to the isotropic surface.

[0075] The failure mode of the transversely isotropic deep beam in the Burland analysis method selected in step S04 is the maximum tensile strain ε bmax and the maximum diagonal strain ε dmax The bending failure and shear failure caused by bmax and ε dmax The maximum value of the two is the critical tensile strain ε crit , according to the critical tensile strain ε crit To assess the level of damage to buildings.

[0076] Table 2 Key tensile strain ε crit Damage level classification standard

[0077]

[0078] Different surface horizontal strains ε in step S05 ground and the surface curvature k ground The damage level of the next N group models is D i The frequency distribution of is calculated as follows:

[0079]

[0080] Where n(D i ) refers to the damage level D in the N group of statistical results i The number of i ) refers to the damage level D in the N group model i frequency.

[0081] In step S05, the damage level in the N groups of statistical results is calculated to exceed D i The probability and average damage level μ D Calculate according to the following formula:

[0082]

[0083] μ D =∑P(Damage level = D i )·D i (7).

[0084] In formula (6), the minimum value of j is 1 and the maximum value is i-1. Formula (6) means that the models with damage level less than D in the N groups are eliminated. i probability.

[0085] ΣP(damage level = D i ) is P(D i ), D i =i;

[0086] Table 3 Unreinforced and reinforced masonry structures P (damage level ≥ D i )

[0087] In Table 3, URM refers to unreinforced masonry structure; RM refers to reinforced masonry structure; the values ​​in the URM and RM columns in Table 3 are P (damage level ≥ D i ), P(Damage level ≥D i ) decreases from left to right, meaning that the probability of more serious damage is decreasing.

[0088]

[0089]

[0090]

[0091]

[0092] K03. Create a three-dimensional coordinate system based on the data of the unreinforced masonry structure and the reinforced masonry structure in Table 3, where the X-axis represents the horizontal strain ε of the ground surface. ground , the Y axis represents the surface curvature k ground , the Z axis represents the damage level exceeding D i The probability P, with ε ground and k ground is the independent variable, P(damage level ≥D i ) is the dependent variable, and each group (ε ground , k ground ) corresponds to a damage level exceeding D i The probability P of is plotted as a point in the three-dimensional coordinate system, and a three-dimensional discrete point distribution diagram is obtained, such as Figure 2 (a) and Figure 2 As shown in (b) in the figure, the binary logistic function is selected to fit the binary vulnerability function.

[0093] Specifically, by using different ε ground and k ground Lower P (damage level ≥ D i ) distribution characteristics, and select the binary Logistic function as the function type to fit the binary vulnerability function:

[0094]

[0095] Among them, a, b and c are all unknown coefficients greater than 0, and a should tend to 0, and the combined variable bε ground +ck ground Theoretically, it should be greater than or equal to 0. The binary logistic function is chosen because it has the following two important properties: (1) When the combined variable bε ground +ck ground As f(ε ground ,k ground ) gradually tends to 1, and its physical meaning is that when ε ground or k ground As the damage level of the building increases, it exceeds D i The probability will gradually tend to 1; (2) when the combined variable bε ground +ck ground When it gradually decreases and approaches 0, f(ε ground ,k ground ) gradually tends to a, and a is a positive number tending to 0, then f(ε ground ,kground ) tends to 0, its physical meaning is that when ε ground and k ground At the same time, it gradually decreases and tends to 0, and the building damage level exceeds D i The probability will gradually approach 0.

[0096] The fitting results of the binary fragility function of unreinforced masonry structure and reinforced masonry structure are shown in Figure 2 As shown in Table 2, it can be found that the fitting results are good (R 2 are basically greater than 0.95), and a, b, and c are all greater than 0, and a is close to 0, which shows that the binary logistic function can be used to describe different ε ground and k ground The damage level of the building exceeds D i The probability P(damage level ≥D i ) is reasonable.

[0097] Table 4 Fitting results of binary fragility functions for unreinforced and reinforced masonry structures

[0098]

[0099] K04. Evaluate the damage degree of buildings according to the developed binary fragility function (Formula (8)). For example, if we want to know ground and k ground Under what conditions does the damage level of unreinforced and reinforced masonry structures not exceed D i The probability is 95% (i.e. the damage level exceeds D i The probability is 5%), at this time, take the plane with Z = 5% and Figure 2 The intersection line of each binary vulnerability function in (a) is obtained as follows: Figure 3 The damage boundary line shown in (a) is taken as the plane where Z = 5% and Figure 2 The intersection line of each binary vulnerability function in (b) is obtained as follows: Figure 3 The damage boundary line is shown in (b) in Fig. ground and k ground 0.010mm respectively -1 and 0.001m -1 When the probability of serious damage (D4) occurs is less than 5%. K05. After obtaining the binary fragility function, the fitting coefficients of the unreinforced masonry structure and the reinforced masonry structure in Table 4 can be substituted into formula (9) to obtain the corresponding binary fragility function:

[0100]

[0101] Since there is no damage level D5 in formula (9), f5(ε ground , kground ) is 0.

[0102]

[0103] where a i 、b i and c i They are the four damage levels D in Table 4. i The undetermined coefficient of .

[0104] Then we can use different ε ground and k ground Next, the average damage level μ is obtained from step S05. D The statistical results of the binary fragility function model in formula (10) are used to evaluate the goodness of fit R of the unreinforced masonry structure and the reinforced masonry structure. 2 They are 0.9907 and 0.9981 respectively, and the model effect is good.

[0105] The developed binary fragility functions of unreinforced masonry structures and reinforced masonry structures are as follows: Figure 4 As shown, Figure 4 At z = D i The contour lines at the cross section are as follows Figure 5 The fitted model is shown in the line corresponding to . Figure 5 In fact, the statistical results and binary fragility function values ​​of unreinforced and reinforced masonry structures at the critical damage level are also given (the damage level 3.99 can be approximately regarded as the D4 damage level, that is, the critical value of severe damage), and it can be found that they have a high degree of match. After that, the binary fragility function can be used to evaluate the damage degree of the building. For example, when ε ground and k ground 0.006mm respectively -1 and 0.004m -1 According to the binary fragility function, the damage levels of the unreinforced and reinforced masonry structures are 3.026 and 2.073, respectively, which are moderate damage (D3) and slight damage (D2).

Claims

1. A method for assessing the degree of damage to surface buildings in a tectonic stress metal mine, characterized in that: The steps include: S01. Determine the horizontal strain of the ground surface ε ground and the curvature of the surface k ground In the range of values, several data points are set at the set data interval to calculate the horizontal strain of the ground surface. ε ground and the curvature of the surface k ground The data points are converted into building horizontal strain ε structure and deflection Δ structure ; S02. Investigate the building types for which binary vulnerability and fragility functions need to be constructed, investigate the building parameters and mining site parameters of each building type, and construct the corresponding parameter database; S03, randomly generating multiple groups of model parameters based on the database constructed in step S02; S04, select the transversely isotropic deep beam model in the Burland analysis method to obtain the different surface horizontal strains within the range of values ​​set in step S01 for all groups of model parameters. ε ground and the curvature of the surface k ground The corresponding maximum tensile strain ε bmax and the maximum diagonal strain ε dmax , and then take each set of model parameters ε bmax and ε dmax The maximum value of the two is taken as the critical tensile strain ε crit To assess the building damage level D i , and obtain N groups of statistical results; i is 1~N, and N is the number of building damage levels; S05: The building damage level D in step S04 i The simulation results are statistically analyzed to determine the horizontal strains of different ground surfaces. ε ground and the curvature of the surface k ground Down N Damage level D in group statistics i The frequency distribution of N The damage level in the group statistics exceeds D i probability; S06. Select a suitable binary logistic function to calculate the horizontal strain of different ground surfaces in step S05. ε ground and the curvature of the surface k ground The damage level under the i Probability P (Damage level ≥D i ) is fitted to obtain the binary fragility function: ； Based on the binary fragility function, the binary vulnerability function is derived; ； in a i , b i and c i The i-th damage level D i Undetermined coefficient, damage level D i Including D 1~ D n ; S07. ε ground and k ground The value of is substituted into the established binary vulnerability function to obtain the damage level of the building to be tested.

2. A method for assessing the degree of damage to surface buildings in a tectonic stress type metal mine according to claim 1, characterized in that: The step S01 is to adjust the horizontal strain of the ground surface ε ground and the curvature of the surface k ground Converted into building horizontal strain ε structure and deflection Δ structure The process is as follows: First, the radius of curvature of the ground surface is obtained using the following geometric relationship: R ground The length of L The ground deflection of the building is Δ ground : (1) Where the radius of curvature of the ground surface is R ground The reciprocal of is the surface curvature k ground , let the length be L The radius of curvature of the ground at the building is constant, and the horizontal strain of the ground at a single building is also assumed to be constant; Secondly, the horizontal strain of the ground surface is calculated using the following formula ε ground and the curvature of the surface k ground Converted into building horizontal strain ε structure and deflection Δ structure : (2) In the formula K ε and K Δ is the conversion factor, which depends on the interaction between the ground and the building. Both parameters depend on the ratio of the building stiffness to the ground stiffness.

3. A method for assessing the degree of damage to surface buildings in a tectonic stress metal mine according to claim 1, characterized in that: The building parameters include length L, height H, moment of inertia I of the cross section about the neutral axis, distance y between the neutral axis and the fibers on the tensile surface of the beam, Poisson's ratio v perpendicular to the isotropic surface, elastic modulus E and shear modulus G in the isotropic surface, and site parameters include conversion coefficient K ε and K Δ ; I = H 3 / 12, y=H / 2.

4. A method for assessing the degree of damage to surface buildings in a tectonic stress metal mine according to claim 3, characterized in that: The value obtained in step S04 ε bmax and ε dmax The process is as follows: First, calculate the deflection Δ structure Tensile strain and diagonal strain in a deep beam under the action of ε b and ε d， , calculated as follows: (3)； Then, the maximum tensile strain of the deep beam is calculated ε bmax and the maximum diagonal strain ε dmax , the calculation method is as follows: (4)。 5. A method for assessing the degree of damage to surface buildings in a tectonic stress metal mine according to claim 1, characterized in that: Different surface horizontal strains in step S05 ε ground and the curvature of the surface k ground Down N Damage level D in group statistics i The frequency distribution of is calculated as follows: (5) In the formula n (D i )refer to N The damage level in the group statistics is D i The number of P (D i )refer to N The damage level in the group statistics is D i frequency.

6. A method for assessing the degree of damage to surface buildings in a tectonic stress metal mine according to claim 1, characterized in that: In step S05, the calculation N The damage level in the group statistics exceeds D i Probability and average damage level μ D Calculate according to the following formula: (6) (7)。 7. A method for assessing the degree of damage to surface buildings in a tectonic stress metal mine according to claim 1, characterized in that: Step S06 includes: creating a three-dimensional coordinate system with the data in the N sets of statistical results of the building type, wherein the X-axis represents the horizontal strain of the ground surface. ε ground , the Y axis represents the curvature of the surface k ground , the Z axis represents the damage level exceeding D i Probability P (Damage level ≥D i ),by ε ground and k ground is the independent variable, P (Damage level ≥D i ) is the dependent variable, and each group of the building type ( ε ground , k ground ) corresponding to P (Damage level ≥D i ) is plotted as a point in the three-dimensional coordinate system to obtain a three-dimensional discrete point distribution map, and the binary Logistic function is selected to fit the three-dimensional discrete point distribution map to obtain the binary vulnerability function: （8） in a i , b i and c i The i-th damage level D i Undetermined coefficient, damage level D i Including D 1~ D n .

8. A method for assessing the degree of damage to surface buildings in a tectonic stress metal mine according to claim 1, characterized in that: The binary vulnerability function derived in step S06 is specifically shown in formula (9): (9) in f i ( ε ground , k ground )for P (Damage level ≥D i ), μ D ( ε ground , k ground ) is a binary vulnerability function.

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