Mine rock slope stability calculation method and device considering fault zone seepage

Abstract

The invention provides a mine rock slope stability calculation method and device considering fault zone seepage, and the method comprises the steps: constructing a mining area overall three-dimensional stratum model which is a three-dimensional model constructed by actual mining area geological data and test data; different slope sliding modes of the slope under the seepage action of the fault zone are simulated in the overall three-dimensional stratum model of the mining area, and basic parameters of the slope are obtained; analyzing the section form of the slope based on the basic parameters of the slope, and calculating to obtain a corresponding landslide stability coefficient; and under the condition that the landslide stability coefficient is smaller than the safety reserve coefficient, corresponding treatment measures are determined according to different slope sliding modes, and treatment is carried out according to the treatment measures. The problem that in the prior art, stability evaluation is not conducted on the strip mine slope containing fault zone seepage, and consequently the damage risk of the strip mine slope containing fault zone seepage is high is solved.

Description

Technical Field

[0001] The present invention relates to the field of geological engineering, and in particular to a method for calculating the stability of a mine rock slope taking into account fracture zone seepage, a device for calculating the stability of a mine rock slope taking into account fracture zone seepage, a computer-readable storage medium and a computer program product. Background Art

[0002] As the depth of open-pit mining continues to deepen, the height of the slope in the mining area gradually increases to form a high and steep slope. The stability of the high and steep slope is affected by factors such as geological environmental conditions, rainfall, and blasting vibration, and has become one of the main issues affecting mine safety production. The stability analysis of open-pit mine slopes can determine whether the slope is stable and its degree of stability. The general steps of the slope stability analysis process are actual slope-mechanical model-mathematical model-calculation method-conclusion. Its core content is the study of mechanical model, mathematical model, and calculation method. Due to the complexity of the internal structure of the slope and the different components, the slope failure mode also has many forms, such as arc failure, wedge failure, dumping failure, etc. The safety hazards of open-pit mine slopes pose a great threat to mine safety production. The calculation and analysis of slope stability is extremely important for the safety production of open-pit mines, and can provide a reference for the design of slopes and the selection of safety measures. At present, there are many common slope stability assessment methods. The commonly used slope stability calculation methods mainly include simplified Bishop method, Janbu method, Morgensten-Price method, Spencer method, and Sarma method.

[0003] The presence of a fault zone within the scope of the mining area slope accompanied by water seepage will reduce the stability of the slope, and the slope is very likely to deform and damage. This problem is very common in mining work and poses a threat to mining. To accurately judge the impact of fault zone seepage on the stability of open-pit mine slopes, further analysis and research is needed based on the basic conditions of the mine slopes and the degree of fracture of the fault zone. The existence of the fault zone destroys the integrity and continuity of the rock mass, and the seepage of groundwater and rainfall in the fault zone has a great impact on the stability of the slope. In reviewing a large number of engineering examples of open-pit mines with fault zones, it is summarized that the existence of slope fault zones and the appearance of seepage make the form of slope damage more complicated. The stability of an open-pit mine slope is closely related to the engineering geological conditions and hydrogeological conditions of the mining area. Summary of the invention

[0004] The main purpose of the present application is to provide a method for calculating the stability of a mine rock slope taking into account fault zone seepage, a device for calculating the stability of a mine rock slope taking into account fault zone seepage, a computer-readable storage medium and a computer program product, so as to at least solve the problem in the prior art that the stability of open-pit mine slopes containing fault zone seepage has not yet been evaluated, resulting in a high risk of damage to open-pit mine slopes containing fault zone seepage.

[0005] In order to achieve the above-mentioned purpose, according to one aspect of the present application, a method for calculating the stability of a mine rock slope taking into account the seepage of a fault zone is provided, comprising: constructing an overall three-dimensional stratigraphic model of the mining area, wherein the overall three-dimensional stratigraphic model of the mining area is a three-dimensional model constructed from actual geological data of the mining area and experimental data; simulating different slope sliding modes of the slope under the action of seepage in the fault zone in the overall three-dimensional stratigraphic model of the mining area to obtain basic slope parameters, wherein the basic slope parameters include landslide cohesion, internal friction angle, sliding body length, sliding body height, fault zone height, fault zone width, potential sliding surface length, fault zone development rate, landslide weight and fluid Severe; based on the basic parameters of the slope, the cross-sectional morphology of the slope is analyzed, and the corresponding landslide stability coefficient is calculated, the slope sliding mode includes the slope not sliding and the slope sliding, the cross-sectional morphology includes the sliding surface cracks not penetrating, the sliding surface cracks penetrating, and the sliding surface cracks penetrating and rainfall pouring into the fault, the landslide stability coefficient represents the stability degree of the slope in the mining area; when the landslide stability coefficient is less than the safety reserve coefficient, the corresponding control measures are determined according to different slope sliding modes, and the control is carried out according to the control measures, and the safety reserve coefficient is the slope safety factor determined according to the standard specifications.

[0006] Optionally, before constructing the overall three-dimensional stratigraphic model of the mining area, the method also includes: obtaining basic conditions of the mining area where the open-pit mine is located, stratigraphic distribution conditions and rock samples, the basic conditions including at least traffic location, topography, hydrometeorology, mining depth, slope angle, recoverable coal volume and open-pit mine scale, the stratigraphic distribution conditions including at least stratigraphic strike, stratigraphic dip, stratigraphic dip, recoverable coal seam, coal seam thickness, structure and dip and their changing laws; using the rock samples to conduct uniaxial compression tests, triaxial compression tests and direct shear tests to obtain rock mechanical properties data, the rock mechanical properties including at least compressive strength, deformation strength and integrity strength.

[0007] Optionally, constructing an overall three-dimensional stratigraphic model of the mining area includes: based on the basic conditions, the stratigraphic distribution conditions and the rock mechanical property data, preliminarily constructing a model using a digital elevation model and a contour map model to obtain an initial geological model; and gridding the initial geological model to obtain an overall three-dimensional stratigraphic model of the mining area.

[0008] Optionally, the cross-sectional morphology of the slope is analyzed based on the basic parameters of the slope, and the corresponding landslide stability coefficient is calculated, including: when the cross-sectional morphology is that the sliding surface crack is not through, obtaining a first landslide mechanical parameter, the first landslide mechanical parameter includes the fault inclination, the sliding surface inclination, the sliding body's own gravity, the hydrostatic pressure on the fault crack and the hydrostatic pressure on the potential sliding surface; calculating the overall sliding force of the sliding body according to a first formula, the first formula is F H =G sinα+U cosα, F H represents the overall sliding force of the sliding body, G represents the weight of the sliding body itself, U represents the hydrostatic pressure on the fault fissure, and α represents the inclination angle of the sliding surface; the overall anti-sliding force of the sliding body is calculated according to the second formula, and the second formula is: F K represents the overall anti-sliding force of the sliding body, V represents the hydrostatic pressure on the potential sliding surface, U represents the hydrostatic pressure on the potential sliding surface, c represents the cohesion of the landslide, and L Z represents the slider length, represents the internal friction angle; and the landslide stability coefficient is obtained according to the ratio between the overall anti-sliding force of the sliding body and the overall sliding force of the sliding body.

[0009] Optionally, the cross-sectional morphology of the slope is analyzed based on the basic parameters of the slope, and the corresponding landslide stability coefficient is calculated, including: when the cross-sectional morphology is that the sliding surface cracks are connected, obtaining a second landslide mechanical parameter, the second landslide mechanical parameter includes the sliding surface inclination, the sliding body's own gravity, the hydrostatic pressure on the fault cracks, the hydrostatic pressure on the potential sliding surface, the fault zone drag force and the potential sliding surface drag force; calculating the overall sliding force of the sliding body according to a third formula, the third formula is F H =T G2 +T G1 sinα+G sinα+U cosα, where, F H represents the sliding force of the entire sliding body, G represents the weight of the sliding body itself, U represents the hydrostatic pressure on the fault fissure, α represents the inclination angle of the sliding surface, T G2 represents the potential sliding surface drag force, T G1 represents the drag force of the fault zone; the overall anti-sliding force of the sliding body is calculated according to the fourth formula, and the fourth formula is: F K represents the overall anti-sliding force of the sliding body, V represents the hydrostatic pressure on the potential sliding surface, c represents the cohesion of the landslide, and L Z represents the slider length, represents the internal friction angle; and the landslide stability coefficient is obtained according to the ratio between the overall anti-sliding force of the sliding body and the overall sliding force of the sliding body.

[0010] Optionally, the cross-sectional morphology of the slope is analyzed based on the basic parameters of the slope, and the corresponding landslide stability coefficient is calculated, including: when the cross-sectional morphology is that the sliding surface cracks are connected and rainfall pours into the fault, obtaining a third landslide mechanical parameter, the third landslide mechanical parameter including the sliding surface inclination, the sliding body's own gravity, the hydrostatic pressure on the fault cracks, the hydrostatic pressure on the potential sliding surface, the fault zone drag force, the potential sliding surface drag force and the water hammer force; calculating the overall sliding force of the sliding body according to the fifth formula, the fifth formula is F H =T G2 +T G1 sinα+G sinα+U cosα+F c , where, F H represents the overall sliding force of the sliding body, G represents the weight of the sliding body itself, U represents the hydrostatic pressure on the fault fissure, α represents the inclination angle of the sliding surface, represents the internal friction angle, T G2 represents the potential sliding surface drag force, T G1 represents the fault zone drag force, T c represents the water hammer force, where ρ is the fluid density, u0 represents the average flow velocity of the fluid, c0 is the water hammer wave velocity, and A is the cross-sectional area of ​​the fault. The overall anti-sliding force of the sliding body is calculated according to the fourth formula, which is: F K represents the overall anti-sliding force of the sliding body, V represents the hydrostatic pressure on the potential sliding surface, c represents the landslide cohesion, L Z represents the length of the sliding body; and the landslide stability coefficient is obtained according to the ratio between the overall anti-sliding force of the sliding body and the overall sliding force of the sliding body.

[0011] Optionally, when the landslide stability coefficient is less than the safety reserve coefficient, corresponding control measures are determined according to different slope sliding modes, including: when the slope sliding mode is that the slope does not slide, determining that the control measures at least include grouting and meshing arranged on the slope surface; when the slope sliding mode is that the slope slides, determining that the control measures at least include filling slurry into cracks in the rock mass at the groundwater outcropping point, draining the groundwater in the slope body and in the rock mass within the set range of the slope, cutting the upper part of the slope, and reinforcing the slope with prestressed anchor rods or anti-sliding piles.

[0012] According to another aspect of the present application, a device for calculating the stability of a rock slope in a mine taking into account the seepage in a fault zone is provided, the device comprising: a construction unit for constructing an overall three-dimensional stratigraphic model of a mining area, wherein the overall three-dimensional stratigraphic model of the mining area is a three-dimensional model constructed from actual geological data of the mining area and test data; a simulation unit for simulating different slope sliding modes of the slope under the action of the seepage in the fault zone in the overall three-dimensional stratigraphic model of the mining area to obtain basic slope parameters, wherein the basic slope parameters include landslide cohesion, internal friction angle, sliding body length, sliding body height, fault zone height, fault zone width, potential sliding surface length, fault zone development rate, landslide weight and fluid weight a calculation unit, for analyzing the cross-sectional morphology of the slope based on the basic parameters of the slope, and calculating a corresponding landslide stability coefficient, wherein the slope sliding modes include the slope not sliding and the slope sliding, and the cross-sectional morphology includes the sliding surface cracks not penetrating, the sliding surface cracks penetrating, and the sliding surface cracks penetrating and rainfall pouring into the fault, and the landslide stability coefficient represents the stability degree of the slope in the mining area; a determination unit, for determining corresponding control measures according to different slope sliding modes when the landslide stability coefficient is less than the safety reserve coefficient, so as to perform control according to the control measures, and the safety reserve coefficient is the slope safety factor determined according to standard specifications.

[0013] According to another aspect of the present application, a computer-readable storage medium is provided, wherein the computer-readable storage medium includes a stored program, wherein when the program is executed, the device where the computer-readable storage medium is located is controlled to execute any one of the methods described.

[0014] According to another aspect of the present application, a computer program product is provided, comprising computer instructions, wherein when the computer instructions are executed by a processor, any one of the methods described above is implemented.

[0015] By applying the technical solution of the present application, in a method for calculating the stability of a rock slope in a mine considering the seepage in a fault zone, first, a three-dimensional stratigraphic model of the entire mining area is constructed, wherein the three-dimensional stratigraphic model of the entire mining area is a three-dimensional model constructed using actual geological data and test data of the mining area; then, different slope sliding modes of the slope under the action of the seepage in the fault zone are simulated in the three-dimensional stratigraphic model of the entire mining area to obtain basic slope parameters, wherein the basic slope parameters include landslide cohesion, internal friction angle, sliding body length, sliding body height, fault zone height, fault zone width, potential sliding surface length, fault zone development rate, landslide weight, and fluid weight; then, based on The above basic parameters of the slope analyze the cross-sectional morphology of the slope and calculate the corresponding landslide stability coefficient. The above slope sliding modes include the slope not sliding and the slope sliding. The above cross-sectional morphology includes the sliding surface cracks not penetrating, the sliding surface cracks penetrating, and the sliding surface cracks penetrating and rainfall pouring into the fault. The above landslide stability coefficient represents the stability of the above slope in the mining area; finally, when the above landslide stability coefficient is less than the safety reserve coefficient, the corresponding control measures are determined according to different slope sliding modes, and the control is carried out according to the above control measures. The above safety reserve coefficient is the slope safety factor determined according to the standard specification. This application mainly simulates the mining area under the action of fault zone seepage by constructing an overall three-dimensional stratigraphic model of the mining area, and can calculate the stability coefficient of the open-pit mine slope containing fault zone seepage, provide basic protection measures for unstable slopes, and prevent the slope stability hazards that may be caused by fault zone seepage, so as to ensure the safety of the open-pit mine slope and ensure the safe production of the open-pit mine. The present application solves the problem in the prior art that no stability assessment has been conducted on the open-pit mine slopes containing fracture zone seepage, which results in a high risk of damage to the open-pit mine slopes containing fracture zone seepage. BRIEF DESCRIPTION OF THE DRAWINGS

[0016] Figure 1 A hardware structure block diagram of a mobile terminal for executing a method for calculating the stability of a mine rock slope taking into account fracture zone seepage provided in an embodiment of the present application is shown;

[0017] Figure 2 A schematic flow chart of a method for calculating the stability of a mine rock slope taking into account fracture zone seepage provided in accordance with an embodiment of the present application is shown;

[0018] Figure 3 A slope profile engineering geological model diagram provided according to an embodiment of the present application is shown;

[0019] Figure 4 A plastic zone cloud diagram for natural working condition stability calculation provided in accordance with an embodiment of the present application is shown;

[0020] Figure 5A cloud diagram of plastic zone for stability calculation of rainstorm conditions provided in accordance with an embodiment of the present application is shown;

[0021] Figure 6 A slope stability calculation result diagram provided according to an embodiment of the present application is shown;

[0022] Figure 7 An engineering geological model diagram after slope profile optimization provided in an embodiment of the present application is shown;

[0023] Figure 8 A graph showing a slope stability calculation result after optimization provided in an embodiment of the present application is shown;

[0024] Fig. 9 A landslide mechanics model with non-penetrating sliding surface cracks provided according to an embodiment of the present application is shown;

[0025] Fig.10 A landslide mechanics model with cracks penetrating the sliding surface provided in accordance with an embodiment of the present application is shown;

[0026] Fig.11 A structural block diagram of a device for calculating the stability of a mine rock slope taking into account fracture zone seepage provided in accordance with an embodiment of the present application is shown.

[0027] The above drawings include the following reference numerals:

[0028] 102, processor; 104, memory; 106, transmission device; 108, input and output devices. DETAILED DESCRIPTION

[0029] It should be noted that, in the absence of conflict, the embodiments and features in the embodiments of the present application can be combined with each other. The present application will be described in detail below with reference to the accompanying drawings and in combination with the embodiments.

[0030] In order to enable those skilled in the art to better understand the solution of the present application, the technical solution in the embodiments of the present application will be clearly and completely described below in conjunction with the drawings in the embodiments of the present application. Obviously, the described embodiments are only part of the embodiments of the present application, not all of the embodiments. Based on the embodiments in the present application, all other embodiments obtained by ordinary technicians in this field without creative work should fall within the scope of protection of the present application.

[0031] It should be noted that the terms "first", "second", etc. in the specification and claims of the present application and the above-mentioned drawings are used to distinguish similar objects, and are not necessarily used to describe a specific order or sequence. It should be understood that the data used in this way can be interchanged where appropriate, so that the embodiments of the present application described here. In addition, the terms "including" and "having" and any of their variations are intended to cover non-exclusive inclusions, for example, a process, method, system, product or device comprising a series of steps or units is not necessarily limited to those steps or units clearly listed, but may include other steps or units that are not clearly listed or inherent to these processes, methods, products or devices.

[0032] As introduced in the background technology, the existence of fracture zones in slopes and the emergence of seepage in the prior art make the form of slope damage more complicated. The stability of an open-pit mine slope is closely related to the engineering geological conditions, hydrogeological conditions, etc. of the mining area, but there is a lack of corresponding solutions. In order to solve the problem that the prior art has not yet conducted a stability assessment on open-pit mine slopes containing fracture zone seepage, resulting in a high risk of damage to open-pit mine slopes containing fracture zone seepage, the embodiments of the present application provide a method for calculating the stability of a rock slope in a mine considering fracture zone seepage, a device for calculating the stability of a rock slope in a mine considering fracture zone seepage, a computer-readable storage medium, and a computer program product.

[0033] The technical solutions in the embodiments of the present invention will be described clearly and completely below in conjunction with the accompanying drawings in the embodiments of the present invention.

[0034] The method embodiments provided in the embodiments of the present application can be executed in a mobile terminal, a computer terminal or a similar computing device. Taking running on a mobile terminal as an example, Figure 1 1 is a hardware structure block diagram of a mobile terminal for calculating the stability of a mine rock slope taking into account the seepage in the fault zone according to an embodiment of the present invention. Figure 1 As shown, the mobile terminal may include one or more ( Figure 1 Only one is shown in the figure) a processor 102 (the processor 102 may include but is not limited to a processing device such as a microprocessor MCU or a programmable logic device FPGA) and a memory 104 for storing data, wherein the mobile terminal may also include a transmission device 106 and an input / output device 108 for communication functions. It can be understood by those skilled in the art that Figure 1 The structure shown is only for illustration and does not limit the structure of the mobile terminal. Figure 1 More or fewer components as shown, or with Figure 1 Different configurations are shown.

[0035] The memory 104 can be used to store computer programs, for example, software programs and modules of application software, such as the computer program corresponding to the method for calculating the stability of rock slopes in a mine considering seepage in a fault zone in an embodiment of the present invention. The processor 102 executes various functional applications and data processing by running the computer program stored in the memory 104, that is, to implement the above method. The memory 104 may include a high-speed random access memory, and may also include a non-volatile memory, such as one or more magnetic storage devices, flash memory, or other non-volatile solid-state memory. In some examples, the memory 104 may further include a memory remotely arranged relative to the processor 102, and these remote memories may be connected to the mobile terminal via a network. Examples of the above network include, but are not limited to, the Internet, an intranet, a local area network, a mobile communication network, and a combination thereof. The transmission device 106 is used to receive or send data via a network. The specific example of the above network may include a wireless network provided by a communication provider of the mobile terminal. In one example, the transmission device 106 includes a network adapter (Network Interface Controller, referred to as NIC), which can be connected to other network devices through a base station so as to communicate with the Internet. In one example, the transmission device 106 may be a radio frequency (RF) module, which is used to communicate with the Internet wirelessly.

[0036] In this embodiment, a method for calculating the stability of a mine rock slope taking into account fault zone seepage is provided, which runs on a mobile terminal, a computer terminal or a similar computing device. It should be noted that the steps shown in the flowchart of the accompanying drawings can be executed in a computer system such as a set of computer executable instructions, and although a logical order is shown in the flowchart, in some cases, the steps shown or described may be executed in an order different from that shown here.

[0037] Figure 2 It is a flow chart of a method for calculating the stability of a mine rock slope taking into account fracture zone seepage according to an embodiment of the present application.

[0038] like Figure 2 As shown, the method comprises the following steps:

[0039] Step S201, constructing a three-dimensional stratigraphic model of the entire mining area, wherein the three-dimensional stratigraphic model of the entire mining area is a three-dimensional model constructed using actual geological data and test data of the mining area;

[0040] Specifically, the slope is modeled, the influence of the fault zone is incorporated into the model, and the effect of the seepage in the fault zone on the slope stability is considered, such as Figure 3 shown. Figure 3 It is the engineering geological model diagram of the slope profile, that is, the overall three-dimensional stratigraphic model of the above-mentioned mining area.

[0041] Step S202, simulating different slope sliding modes of the slope under the action of the fracture zone seepage in the above-mentioned overall three-dimensional stratum model of the mining area to obtain basic slope parameters, wherein the above-mentioned basic slope parameters include landslide cohesion, internal friction angle, sliding body length, sliding body height, fracture zone height, fracture zone width, potential sliding surface length, fracture zone development rate, landslide weight and fluid weight;

[0042] Specifically, in the engineering field, there are many methods to study the instability and failure mechanism and stability of landslides. Among them, the limit equilibrium method is the most mature and commonly used method for analyzing landslide stability. This method can be used to quantitatively evaluate landslide stability. Therefore, based on the overall three-dimensional stratigraphic model of the mining area, hydrological conditions and physical factors are considered at the same time, such as Figure 4 and Figure 5 As shown, Figure 4 Plastic zone cloud diagram for stability calculation under natural conditions, Figure 5 The plastic zone cloud map is calculated for the stability of the rainstorm condition. Assuming that the landslide cohesion is c and the internal friction angle is The length of the slide is L z , the height of the sliding body is H z , the height of the fault zone is h, the width of the fault zone is b, the length of the potential sliding surface is L, ω is the development rate of the fault zone, γ S is the weight of the landslide, γ w is the weight of the fluid, the fluid may be groundwater, and the above basic slope parameters may be obtained by modeling in the above overall three-dimensional stratigraphic model of the mining area.

[0043] Step S203, analyzing the cross-sectional morphology of the slope based on the basic parameters of the slope, and calculating the corresponding landslide stability coefficient, the slope sliding mode includes the slope not sliding and the slope sliding, the cross-sectional morphology includes the sliding surface cracks not penetrating, the sliding surface cracks penetrating, and the sliding surface cracks penetrating and rainfall pouring into the fault, the landslide stability coefficient represents the stability of the slope in the mining area;

[0044] Specifically, the cross-sectional morphology of the slope is analyzed based on the above basic slope parameters, and the corresponding landslide stability coefficient is calculated, such as Figure 6 As shown, Figure 6 This is the slope stability calculation result diagram. The landslide stability coefficient is 1.615.

[0045] Step S204, when the above-mentioned landslide stability coefficient is less than the safety reserve coefficient, determine corresponding control measures according to different slope sliding modes, and perform control according to the above-mentioned control measures. The above-mentioned safety reserve coefficient is the slope safety factor determined according to the standard specification.

[0046] Specifically, according to the provisions of the "Design Code for Open-pit Mines in Coal Industry" on the safety factor of the slope, the evaluation criteria are: the service life of the non-working slope of the mining area is less than 10 years, and the service life is 1.2-1.3, and the service life is more than 20 years. The safety reserve coefficient of the slope should be 1.2 for the internal dumping site with a service life of less than 10 years; the safety reserve coefficient of the slope should be 1.3 for the internal dumping site with a service life of more than 10 years; the safety reserve coefficient of the slope should be 1.2-1.5 for the external dumping site with a service life of more than 20 years. According to the relevant specifications, the safety reserve coefficient of the slope under the influence of the seepage of the fault zone can be determined. The calculated landslide stability coefficient is analyzed to see if it is in a stable state and compared with the designed safety reserve coefficient. If the landslide stability coefficient is less than the safety reserve coefficient, it is necessary to determine the control measures to improve the stability of the slope, and optimize the control according to the control measures. After implementing the control measures, the three-dimensional stratigraphic model diagram of the slope profile optimization can be obtained, such as Figure 7 As shown; and recalculate the corresponding landslide stability coefficient, the result is as follows Figure 8 As shown, the landslide stability coefficient is 1.721 at this time.

[0047] In this embodiment, first, a three-dimensional stratigraphic model of the entire mining area is constructed, and the above-mentioned three-dimensional stratigraphic model of the entire mining area is a three-dimensional model constructed by using actual geological data and test data of the mining area; then, different slope sliding modes of the slope under the action of fault zone seepage are simulated in the above-mentioned three-dimensional stratigraphic model of the entire mining area to obtain basic slope parameters, and the above-mentioned basic slope parameters include landslide cohesion, internal friction angle, sliding body length, sliding body height, fault zone height, fault zone width, potential sliding surface length, fault zone development rate, landslide weight and fluid weight; then, the cross-section of the slope is simulated based on the above-mentioned basic slope parameters. The morphology is analyzed, and the corresponding landslide stability coefficient is calculated. The above-mentioned slope sliding mode includes the slope not sliding and the slope sliding. The above-mentioned cross-sectional morphology includes the sliding surface cracks not penetrating, the sliding surface cracks penetrating, and the sliding surface cracks penetrating and rainfall pouring into the fault. The above-mentioned landslide stability coefficient represents the stability degree of the above-mentioned slope in the mining area; finally, when the above-mentioned landslide stability coefficient is less than the safety reserve coefficient, the corresponding control measures are determined according to different slope sliding modes, and the control is carried out according to the above-mentioned control measures. The above-mentioned safety reserve coefficient is the slope safety factor determined according to the standard specification. This application mainly simulates the mining area under the action of fault zone seepage by constructing an overall three-dimensional stratigraphic model of the mining area. It can calculate the stability coefficient of the open-pit mine slope containing fault zone seepage, provide basic protection measures for unstable slopes, and prevent the slope stability hazards that may be caused by fault zone seepage, so as to ensure the safety of the open-pit mine slope and ensure the safe production of the open-pit mine. The present application solves the problem in the prior art that no stability assessment has been conducted on the open-pit mine slopes containing fracture zone seepage, which results in a high risk of damage to the open-pit mine slopes containing fracture zone seepage.

[0048] In order to enable those skilled in the art to more clearly understand the technical solution of the present application, the implementation process of the method for calculating the stability of a mine rock slope taking into account the seepage in a fault zone of the present application will be described in detail below in combination with specific embodiments.

[0049] In order to provide a data basis to improve the accuracy of model building, in an optional implementation, before the above step S201, the method further includes:

[0050] Step S301, obtaining basic information of the mining area where the open-pit mine is located, stratum distribution and rock samples, wherein the basic information at least includes traffic location, topography, hydrology and meteorology, mining depth, slope angle, recoverable coal volume and open-pit mine scale, and the stratum distribution at least includes stratum strike, stratum dip, stratum dip, recoverable coal seam, coal seam thickness, structure and dip and its changing law;

[0051] Step S302, using the rock sample to perform uniaxial compression test, triaxial compression test and direct shear test to obtain rock mechanical property data, the rock mechanical properties at least include compressive strength, deformation strength and integrity strength.

[0052] In the above embodiment, the profile of the open-pit mine is analyzed and summarized based on the existing relevant data, such as hydrometeorology, topography, current situation of the mining site, engineering geology, hydrogeology, etc., that is, the above basic situation and the above stratum distribution. The analysis and summary of the profile of the open-pit mine is as follows: understand the basic situation of the open-pit mine, traffic location, topography, hydrometeorology, and hydrometeorology, determine the mining boundary, mining depth, slope angle, recoverable coal volume, open-pit mine scale, etc.; summarize the stratum distribution in the mining area, the stratum trend, inclination, inclination, and lithology, understand the number of coal-bearing strata and recoverable coal seams, coal seam thickness, structure, inclination, and its changing law, find out the geological structure in the mining area, the number, type, length, trend, inclination, inclination, etc. of faults in the mining area; summarize the age, occurrence conditions, and groundwater dynamic characteristics of the aquifer in the mining area; collect the rock and soil test results in previous reports, take rock samples on site, and prepare for indoor uniaxial compression tests, triaxial compression tests, and direct shear tests. The physical and mechanical properties of each rock and soil layer of the existing slope (mass density, water content, saturation, porosity, compression modulus, compression coefficient, saturated water absorption, uniaxial compressive strength, saturated compressive strength, shear strength, etc.) are obtained by using methods of field sampling, field testing, indoor testing and mathematical statistics. Based on the experimental data of each rock and soil body of the slope, combined with the mining conditions of the slope and the previous geological data and research results in the area, the recommended values ​​of the geotechnical engineering physical property parameters of each rock layer of the slope are given, providing a basis for the calculation of slope stability.

[0053] Based on the above content, the factors that affect the stability of the slope can be analyzed, mainly including rock properties, rock structure surface, geological structure, rainfall and blasting vibration. The rock structure surface is the weakest and most vulnerable surface inside the rock mass. Under the stress inside the slope of the open-pit mine, the slope as a whole forms compression and displacement in the area. The structural surface of the rock mass at the connection position between the slope foot and the slope base surface is relatively developed, which is not conducive to the stability of the slope; a detailed investigation of the geological structure, faults, folds, and strata in the mining area, with the focus on the existence of fault zones, analyzes their inclination, dip, movement direction, and size. Collect rainfall monitoring data in the mining area and radar monitoring data in the mining area, analyze the deformation and displacement areas of the slope, and evaluate the stability state of the slope and the unstable area. For example, according to the on-site investigation and analysis of previous geological data, the southern slope of the mining area is a reverse slope, the slope rock strength is relatively small, and it is an extremely soft rock. This type of rock slope is prone to overall destruction along the maximum rupture angle when exposed for a long time. The rock formation of the southern slope has an attitude of 190°∠30°. A fault is developed on the step surface from +2520 to +2550, with a fault dip of 173° to 190° and a dip angle of 69° to 72°. At the same time, there are two sets of joints on the southern slope, with joint ① having an attitude of 150°∠30° and joint ② having an attitude of 20°∠50°. Under the action of faults and joint surfaces, the rock mass at the top of the slope is separated from the parent rock. Under unfavorable conditions, the top may be separated from the parent rock and collapse.

[0054] In order to take into account the influence of the fracture zone seepage on the slope stability, in an optional implementation, the above step S201 includes:

[0055] Step S2011, based on the above basic conditions, the above stratum distribution conditions and the above rock mechanical property data, a model is preliminarily constructed using a digital elevation model and a contour map model to obtain an initial geological model;

[0056] Step S2012, gridding the initial geological model to obtain the overall three-dimensional stratigraphic model of the mining area.

[0057] In the above embodiment, based on a large amount of geological data collected in the early stage, using digital elevation model (DEM), comprehensive geological profile, exploration drilling data, etc., the drilling data can truly express the inclination, dip angle and thickness of the strata and faults, so that the established three-dimensional geological model is highly consistent with the actual stratum conditions. The geological model is established in Rhino software using contour lines to obtain an initial geological model, and the grid of the initial geological model is divided to obtain the above-mentioned overall three-dimensional stratigraphic model of the mining area; the three-dimensional geological model is numerically simulated in FLAC3D finite element difference software. An overall three-dimensional stratigraphic model of the mining area is established, and the spatial distribution of the slope is displayed in a more three-dimensional form. Based on the drilling data in the mining area, the fault zone is reflected in the model, and the influence of the seepage of the fault zone on the stability of the slope is considered.

[0058] In order to improve the accuracy of analyzing the stability of the landslide, in an optional implementation manner, the above step S203 includes:

[0059] Step S20301, when the cross-sectional morphology is that the sliding surface crack is not through, obtaining first landslide mechanical parameters, the first landslide mechanical parameters including fault inclination, sliding surface inclination, sliding body gravity, hydrostatic pressure on fault cracks and hydrostatic pressure on potential sliding surfaces;

[0060] Step S20302, calculating the overall sliding force of the sliding body according to the first formula, the first formula is F H =G sinα+Ucosα, F H represents the overall sliding force of the sliding body, G represents the weight of the sliding body itself, U represents the hydrostatic pressure on the fault fissure, and α represents the inclination angle of the sliding surface;

[0061] Step S20303, calculating the overall anti-sliding force of the sliding body according to the second formula, the second formula is: F K represents the overall anti-sliding force of the sliding body, V represents the hydrostatic pressure on the potential sliding surface, U represents the hydrostatic pressure on the potential sliding surface, c represents the cohesion of the landslide, and L Z represents the above slider length, represents the above-mentioned internal friction angle;

[0062] Step S20304: obtaining the landslide stability coefficient according to the ratio between the overall anti-sliding force of the sliding body and the overall sliding force of the sliding body.

[0063] In the above embodiment, when the cracks on the sliding surface are not connected, the stability of the landslide needs to consider the following mechanical effects: fault inclination θ, sliding surface inclination α, the sliding body's own gravity G, the hydrostatic pressure U on the fault cracks, and the hydrostatic pressure V on the potential sliding surface. At this time, according to the force analysis of the landslide, Fig. 9 As shown, the overall sliding force F H For: F H =G sinα+U cosα(1), that is, the first formula above, the overall anti-sliding force F of the sliding body K for: That is, the second formula above, where: G = (1-ω)γ S H z L z (3) Substituting formula (3), (4), (5) into formula (1), (2), we obtain: FOS represents the above-mentioned landslide stability factor.

[0064] In order to improve the accuracy of analyzing the stability of the landslide, in an optional implementation manner, the above step S203 further includes:

[0065] Step S20305, when the cross-sectional morphology is that the sliding surface crack is through, obtaining second landslide mechanical parameters, the second landslide mechanical parameters including sliding surface inclination, sliding body self-gravity, hydrostatic pressure on fault cracks, hydrostatic pressure on potential sliding surface, fault zone drag force and potential sliding surface drag force;

[0066] Step S20306, calculating the overall sliding force of the sliding body according to the third formula, the third formula is F H =T G2 +T G1 sinα+G sinα+U cosα, where, F H represents the overall sliding force of the sliding body, G represents the weight of the sliding body itself, U represents the hydrostatic pressure on the fault fissure, α represents the inclination angle of the sliding surface, T G2 represents the potential drag force on the sliding surface, T G1 represents the drag force of the above-mentioned fault zone;

[0067] Step S20307, ​​calculating the overall anti-sliding force of the sliding body according to the fourth formula, the fourth formula is F K represents the overall anti-sliding force of the sliding body, V represents the hydrostatic pressure on the potential sliding surface, c represents the cohesion of the landslide, and L z represents the above slider length, represents the above-mentioned internal friction angle;

[0068] Step S20308, obtaining the landslide stability coefficient according to the ratio between the overall anti-sliding force of the sliding body and the overall sliding force of the sliding body.

[0069] In the above embodiment, when the cracks on the sliding surface are connected, the stability of the landslide needs to consider the following mechanical effects: the weight of the sliding body G, the hydrostatic pressure U on the fracture cracks, the hydrostatic pressure V on the potential sliding surface, the drag force T of the fracture zone G1 , potential sliding surface drag force T G2 According to the force analysis of the landslide, Fig.10 As shown, the overall sliding force F H For: F H =T G2 +T G1 sinα+Gsinα+U cosα(7), that is, the third formula above, the overall anti-sliding force F of the sliding body K for: That is, the fourth formula above, where: G = (1-ω)γ S H z L z (9) Substituting formula (9), (10), (11) into formula (7), (8), we can obtain: FOS represents the above-mentioned landslide stability factor, where: T G =γ w dL(sinθ+tanθ)(13),T G is the drag force, d is the thickness of the potential sliding surface, T G =T G1 =T G2 .

[0070] In order to improve the accuracy of analyzing the stability of the landslide, in an optional implementation manner, the above step S201 includes:

[0071] Step S20309, when the cross-sectional morphology is that the sliding surface cracks are connected and rainfall pours into the fault, obtaining a third landslide mechanical parameter, wherein the third landslide mechanical parameter includes the sliding surface inclination, the sliding body's own gravity, the hydrostatic pressure on the fault cracks, the hydrostatic pressure on the potential sliding surface, the fault zone drag force, the potential sliding surface drag force, and the water hammer force;

[0072] Step S203010, calculating the overall sliding force of the sliding body according to the fifth formula, the fifth formula is F H =T G2 +T G1 sinα+G sinα+U cosα+F c , where, FH represents the overall sliding force of the sliding body, G represents the weight of the sliding body itself, U represents the hydrostatic pressure on the fault fissure, α represents the inclination angle of the sliding surface, represents the internal friction angle, T G2 represents the potential drag force on the sliding surface, T G1 represents the drag force of the above fault zone, T c represents the water hammer force mentioned above, where ρ is the fluid density, u0 represents the average fluid velocity, c0 is the water hammer wave velocity, and A is the fault cross-sectional area;

[0073] Step S203011, calculating the overall anti-sliding force of the sliding body according to the fourth formula, the fourth formula is F K represents the overall anti-sliding force of the above sliding body, V represents the hydrostatic pressure on the above potential sliding surface, c represents the landslide cohesion, L Z represents the length of the slider;

[0074] Step S203012, obtaining the landslide stability coefficient according to the ratio between the overall anti-sliding force of the sliding body and the overall sliding force of the sliding body.

[0075] In the above embodiment, when the cracks on the sliding surface are connected and rainfall enters the fault, the stability of the landslide needs to consider the following mechanical effects: the weight of the sliding body G, the hydrostatic pressure U on the fracture cracks, the hydrostatic pressure V on the potential sliding surface, the drag force T of the fault zone, and the gravitational field of the sliding surface. G1 , potential sliding surface drag force T G2 , water hammer force Fc. According to the force analysis of the landslide, the overall sliding force F H For: F H =T G2 +T G1 sinα+G sinα+U cosα+F c (14), i.e. the fifth formula above, where: In the formula, ρ is the fluid density, u0 represents the average fluid velocity, c0 is the water hammer wave velocity, and A is the fault cross-sectional area. The overall anti-sliding force FK of the sliding body is: That is, the fourth formula above, where: G = (1-ω)γ s H z L z (17) Substituting equations (15), (17), (18), (19) into equations (14), (16), we can obtain FOS represents the above-mentioned landslide stability factor.

[0076] In order to improve the slope stability, in an optional implementation manner, the above step S204 includes:

[0077] Step S2041, when the slope sliding mode is that the slope does not slide, determining that the control measures at least include shotcrete and meshing arranged on the slope surface;

[0078] Step S2042, when the above-mentioned slope sliding mode is that the above-mentioned slope slides, determine that the above-mentioned control measures at least include filling slurry into the cracks of the rock mass at the groundwater outcropping point, draining the groundwater in the slope body and the rock mass within the set range of the above-mentioned slope body, cutting the upper part of the slope and reinforcing the above-mentioned slope with prestressed anchor rods or anti-sliding piles.

[0079] In the above embodiments, the technology and scheme for improving the stability of the slope depends on the specific slope characteristics, geological conditions and evaluation results. The optimization scheme is considered from the following aspects: 1. Slope protection measures. When there is no obvious sliding of the slope, measures such as spraying and hanging nets are arranged on the surface of the slope to reduce or avoid the impact of hydraulic erosion and weathering on the stability of the slope. 2. Slope sliding body reinforcement measures. Mainly applicable to the treatment measures taken to reduce the sliding force of the sliding body and increase the anti-sliding force of the sliding body when the slope sliding body slides. Specific treatment measures: fill the cracks of the rock mass with slurry at the groundwater outcropping to increase the strength and impermeability of the rock mass; use the drainage method to drain the groundwater in the slope and the surrounding rock mass; use the method of gentle slope treatment and slope foot pressure to cut the upper part of the slope, reduce the slope angle, and pile the rock and soil at the slope foot to increase the anti-sliding force; artificial reinforcement methods can also be used to reinforce the slope with prestressed anchor rods or anti-sliding piles or build retaining walls at the slope foot.

[0080] It should be noted that the steps shown in the flowcharts of the accompanying drawings can be executed in a computer system such as a set of computer executable instructions, and that, although a logical order is shown in the flowcharts, in some cases, the steps shown or described can be executed in an order different from that shown here.

[0081] The embodiment of the present application also provides a device for calculating the stability of a rock slope in a mine taking into account the seepage in a fracture zone. It should be noted that the device for calculating the stability of a rock slope in a mine taking into account the seepage in a fracture zone of the embodiment of the present application can be used to execute the method for calculating the stability of a rock slope in a mine taking into account the seepage in a fracture zone provided in the embodiment of the present application. The device is used to implement the above-mentioned embodiments and preferred implementation modes, and those that have been described will not be repeated. As used below, the term "module" can implement a combination of software and / or hardware for a predetermined function. Although the device described in the following embodiments is preferably implemented in software, the implementation of hardware, or a combination of software and hardware, is also possible and conceived.

[0082] The following is an introduction to the mine rock slope stability calculation device taking into account the fracture zone seepage provided in an embodiment of the present application.

[0083] Fig.11 1 is a structural block diagram of a device for calculating the stability of a mine rock slope taking into account the seepage in a fracture zone according to an embodiment of the present application. Fig.11 As shown, the device comprises:

[0084] The construction unit 10 is used to construct a three-dimensional stratigraphic model of the entire mining area. The three-dimensional stratigraphic model of the entire mining area is a three-dimensional model constructed by using actual geological data and test data of the mining area.

[0085] Specifically, the slope is modeled, the influence of the fault zone is incorporated into the model, and the effect of the seepage in the fault zone on the slope stability is considered, such as Figure 3 shown. Figure 3 It is the engineering geological model diagram of the slope profile, that is, the overall three-dimensional stratigraphic model of the above-mentioned mining area.

[0086] The simulation unit 20 is used to simulate different slope sliding modes of the slope under the action of the fracture zone seepage in the above-mentioned overall three-dimensional stratum model of the mining area to obtain basic slope parameters, wherein the above-mentioned basic slope parameters include landslide cohesion, internal friction angle, sliding body length, sliding body height, fracture zone height, fracture zone width, potential sliding surface length, fracture zone development rate, landslide weight and fluid weight;

[0087] Specifically, in the engineering field, there are many methods to study the instability and failure mechanism and stability of landslides. Among them, the limit equilibrium method is the most mature and commonly used method for analyzing landslide stability. This method can be used to quantitatively evaluate landslide stability. Therefore, based on the overall three-dimensional stratigraphic model of the mining area, hydrological conditions and physical factors are considered at the same time, such as Figure 4 and Figure 5 As shown, Figure 4 Plastic zone cloud diagram for stability calculation under natural conditions, Figure 5 The plastic zone cloud map is calculated for the stability of the rainstorm condition. Assuming that the landslide cohesion is c and the internal friction angle is The length of the slide is L z , the height of the sliding body is H z , the height of the fault zone is h, the width of the fault zone is b, the length of the potential sliding surface is L, ω is the development rate of the fault zone, γ S is the weight of the landslide, γ w is the weight of the fluid, the fluid may be groundwater, and the above basic slope parameters may be obtained by modeling in the above overall three-dimensional stratigraphic model of the mining area.

[0088] The calculation unit 30 is used to analyze the cross-sectional morphology of the slope based on the basic parameters of the slope and calculate the corresponding landslide stability coefficient, wherein the slope sliding mode includes the slope not sliding and the slope sliding, and the cross-sectional morphology includes the sliding surface cracks not penetrating, the sliding surface cracks penetrating, and the sliding surface cracks penetrating and rainfall pouring into the fault, and the landslide stability coefficient represents the stability degree of the slope in the mining area;

[0089] Specifically, the cross-sectional morphology of the slope is analyzed based on the above basic slope parameters, and the corresponding landslide stability coefficient is calculated, such as Figure 6 As shown, Figure 6 This is the slope stability calculation result diagram. The landslide stability coefficient is 1.615.

[0090] The determination unit 40 is used to determine corresponding control measures according to different slope sliding modes when the above-mentioned landslide stability coefficient is less than the safety reserve coefficient, so as to perform control according to the above-mentioned control measures. The above-mentioned safety reserve coefficient is the slope safety factor determined according to the standard specification.

[0091] Specifically, according to the provisions of the "Design Code for Open-pit Mines in Coal Industry" on the safety factor of the slope, the evaluation criteria are: the service life of the non-working slope of the mining area is less than 10 years, and the service life is 1.2-1.3, and the service life is more than 20 years. The safety reserve coefficient of the slope should be 1.2 for the internal dumping site with a service life of less than 10 years; the safety reserve coefficient of the slope should be 1.3 for the internal dumping site with a service life of more than 10 years; the safety reserve coefficient of the slope should be 1.2-1.5 for the external dumping site with a service life of more than 20 years. According to the relevant specifications, the safety reserve coefficient of the slope under the influence of the seepage of the fault zone can be determined. The calculated landslide stability coefficient is analyzed to see if it is in a stable state and compared with the designed safety reserve coefficient. If the landslide stability coefficient is less than the safety reserve coefficient, it is necessary to determine the control measures to improve the stability of the slope, and optimize the control according to the control measures. After implementing the control measures, the three-dimensional stratigraphic model diagram of the slope profile optimization can be obtained, such as Figure 7 As shown; and recalculate the corresponding landslide stability coefficient, the result is as follows Figure 8 As shown, the landslide stability coefficient is 1.721 at this time.

[0092] In this embodiment, a construction unit is used to construct an overall three-dimensional stratigraphic model of the mining area, and the above-mentioned overall three-dimensional stratigraphic model of the mining area is a three-dimensional model constructed by using actual geological data and test data of the mining area; a simulation unit is used to simulate different slope sliding modes of the slope under the action of fault zone seepage in the above-mentioned overall three-dimensional stratigraphic model of the mining area to obtain basic parameters of the slope, and the above-mentioned basic parameters of the slope include landslide cohesion, internal friction angle, sliding body length, sliding body height, fault zone height, fault zone width, potential sliding surface length, fault zone development rate, landslide weight and fluid weight; a calculation unit is used to calculate the slope based on the above-mentioned basic parameters of the slope. The cross-sectional morphology of the slope is analyzed, and the corresponding landslide stability coefficient is calculated, the above-mentioned slope sliding modes include the slope not sliding and the slope sliding, the above-mentioned cross-sectional morphology includes the sliding surface cracks not penetrating, the sliding surface cracks penetrating, and the sliding surface cracks penetrating and rainfall pouring into the fault, and the above-mentioned landslide stability coefficient represents the stability degree of the above-mentioned slope in the mining area; a determination unit is used to determine corresponding control measures according to different slope sliding modes when the above-mentioned landslide stability coefficient is less than the safety reserve coefficient, so as to perform control according to the above-mentioned control measures, and the above-mentioned safety reserve coefficient is the slope safety factor determined according to the standard specification. The construction unit is used to construct a three-dimensional stratigraphic model of the mining area as a whole, wherein the three-dimensional stratigraphic model of the mining area as a whole is a three-dimensional model constructed by using the actual geological data of the mining area and the test data; the simulation unit is used to simulate different slope sliding modes of the slope under the action of the fault zone seepage in the three-dimensional stratigraphic model of the mining area as a whole, and obtain the basic parameters of the slope, wherein the basic parameters of the slope include the landslide cohesion, internal friction angle, sliding body length, sliding body height, fault zone height, fault zone width, potential sliding surface length, fault zone development rate, landslide weight and fluid weight; the calculation unit is used to calculate the fault zone weight of the slope based on the basic parameters of the slope. The surface morphology is analyzed, and the corresponding landslide stability coefficient is calculated. The above-mentioned slope sliding mode includes the slope not sliding and the slope sliding. The above-mentioned cross-sectional morphology includes the sliding surface cracks not penetrating, the sliding surface cracks penetrating, and the sliding surface cracks penetrating and rainfall pouring into the fault. The above-mentioned landslide stability coefficient represents the stability degree of the above-mentioned slope in the mining area; the determination unit is used to determine the corresponding control measures according to different slope sliding modes when the above-mentioned landslide stability coefficient is less than the safety reserve coefficient, so as to carry out control according to the above-mentioned control measures. The above-mentioned safety reserve coefficient is the slope safety factor determined according to the standard specification. This application mainly simulates the mining area under the action of fault zone seepage by constructing an overall three-dimensional stratigraphic model of the mining area. It can calculate the stability coefficient of the open-pit mine slope containing fault zone seepage, provide basic protection measures for unstable slopes, and prevent the slope stability hazards that may be caused by fault zone seepage, so as to ensure the safety of the open-pit mine slope and ensure the safe production of the open-pit mine. The present application solves the problem in the prior art that no stability assessment has been conducted on the open-pit mine slopes containing fracture zone seepage, which results in a high risk of damage to the open-pit mine slopes containing fracture zone seepage.

[0093] In order to provide a data basis to improve the accuracy of model building, in an optional embodiment, the device further includes:

[0094] The acquisition unit is used to obtain the basic situation of the mining area where the open-pit mine is located, the stratum distribution and rock samples before constructing the overall three-dimensional stratum model of the mining area. The above basic situation at least includes the traffic location, topography, hydrology and meteorology, mining depth, slope angle, recoverable coal volume and open-pit mine scale. The above stratum distribution at least includes stratum strike, stratum dip, stratum dip, recoverable coal seam, coal seam thickness, structure and dip and its changing law;

[0095] The test unit 20 is used to perform uniaxial compression test, triaxial compression test and direct shear test on the rock samples to obtain rock mechanical property data, wherein the rock mechanical properties at least include compressive strength, deformation strength and integrity strength.

[0096] In the above embodiment, the profile of the open-pit mine is analyzed and summarized based on the existing relevant data, such as hydrometeorology, topography, current situation of the mining site, engineering geology, hydrogeology, etc., that is, the above basic situation and the above stratum distribution. The analysis and summary of the profile of the open-pit mine is as follows: understand the basic situation of the open-pit mine, traffic location, topography, hydrometeorology, and hydrometeorology, determine the mining boundary, mining depth, slope angle, recoverable coal volume, open-pit mine scale, etc.; summarize the stratum distribution in the mining area, the stratum trend, inclination, inclination, and lithology, understand the number of coal-bearing strata and recoverable coal seams, coal seam thickness, structure, inclination, and its changing law, find out the geological structure in the mining area, the number, type, length, trend, inclination, inclination, etc. of faults in the mining area; summarize the age, occurrence conditions, and groundwater dynamic characteristics of the aquifer in the mining area; collect the rock and soil test results in previous reports, take rock samples on site, and prepare for indoor uniaxial compression tests, triaxial compression tests, and direct shear tests. The physical and mechanical properties of each rock and soil layer of the existing slope (mass density, water content, saturation, porosity, compression modulus, compression coefficient, saturated water absorption, uniaxial compressive strength, saturated compressive strength, shear strength, etc.) are obtained by using methods of field sampling, field testing, indoor testing and mathematical statistics. Based on the experimental data of each rock and soil body of the slope, combined with the mining conditions of the slope and the previous geological data and research results in the area, the recommended values ​​of the geotechnical engineering physical property parameters of each rock layer of the slope are given, providing a basis for the calculation of slope stability.

[0097] Based on the above content, the factors that affect the stability of the slope can be analyzed, mainly including rock properties, rock structure surface, geological structure, rainfall and blasting vibration. The rock structure surface is the weakest and most vulnerable surface inside the rock mass. Under the stress inside the slope of the open-pit mine, the slope as a whole forms compression and displacement in the area. The structural surface of the rock mass at the connection position between the slope foot and the slope base surface is relatively developed, which is not conducive to the stability of the slope; a detailed investigation of the geological structure, faults, folds, and strata in the mining area, with the focus on the existence of fault zones, analyzes their inclination, dip, movement direction, and size. Collect rainfall monitoring data in the mining area and radar monitoring data in the mining area, analyze the deformation and displacement areas of the slope, and evaluate the stability state of the slope and the unstable area. For example, according to the on-site investigation and analysis of previous geological data, the southern slope of the mining area is a reverse slope, the slope rock strength is relatively small, and it is an extremely soft rock. This type of rock slope is prone to overall destruction along the maximum rupture angle when exposed for a long time. The rock formation of the southern slope has an attitude of 190°∠30°. A fault is developed on the step surface from +2520 to +2550, with a fault dip of 173° to 190° and a dip angle of 69° to 72°. At the same time, there are two sets of joints on the southern slope, with joint ① having an attitude of 150°∠30° and joint ② having an attitude of 20°∠50°. Under the action of faults and joint surfaces, the rock mass at the top of the slope is separated from the parent rock. Under unfavorable conditions, the top may be separated from the parent rock and collapse.

[0098] In order to take into account the influence of fracture zone seepage on slope stability, in an optional implementation, the above-mentioned construction unit includes:

[0099] A construction module, based on the above basic conditions, the above stratum distribution conditions and the above rock mechanical property data, uses a digital elevation model and a contour topographic map model to preliminarily construct a model to obtain an initial geological model;

[0100] The partitioning module performs mesh partitioning on the initial geological model to obtain the overall three-dimensional stratigraphic model of the mining area.

[0101] In the above embodiment, based on a large amount of geological data collected in the early stage, using digital elevation model (DEM), comprehensive geological profile, exploration drilling data, etc., the drilling data can truly express the inclination, dip angle and thickness of the strata and faults, so that the established three-dimensional geological model is highly consistent with the actual stratum conditions. The geological model is established in Rhino software using contour lines to obtain an initial geological model, and the grid of the initial geological model is divided to obtain the above-mentioned overall three-dimensional stratigraphic model of the mining area; the three-dimensional geological model is numerically simulated in FLAC3D finite element difference software. An overall three-dimensional stratigraphic model of the mining area is established, and the spatial distribution of the slope is displayed in a more three-dimensional form. Based on the drilling data in the mining area, the fault zone is reflected in the model, and the influence of the seepage of the fault zone on the stability of the slope is considered.

[0102] In order to improve the accuracy of analyzing the stability of the landslide, in an optional implementation manner, the calculation unit includes:

[0103] a first acquisition module, in the case that the cross-sectional morphology is that the sliding surface crack is not through, acquiring first landslide mechanical parameters, the first landslide mechanical parameters including fault inclination, sliding surface inclination, the sliding body's own gravity, the hydrostatic pressure on the fault crack and the hydrostatic pressure on the potential sliding surface;

[0104] The first calculation module calculates the overall sliding force of the sliding body according to the first formula. The above first formula is F H =G sinα+U cosα, F H represents the overall sliding force of the sliding body, G represents the weight of the sliding body itself, U represents the hydrostatic pressure on the fault fissure, and α represents the inclination angle of the sliding surface;

[0105] The second calculation module calculates the overall anti-sliding force of the sliding body according to the second formula. The second formula is: F K represents the overall anti-sliding force of the sliding body, V represents the hydrostatic pressure on the potential sliding surface, U represents the hydrostatic pressure on the potential sliding surface, c represents the cohesion of the landslide, and L Z represents the above slider length, represents the above-mentioned internal friction angle;

[0106] The third calculation module obtains the landslide stability coefficient according to the ratio between the overall anti-sliding force of the sliding body and the overall sliding force of the sliding body.

[0107] In the above embodiment, when the cracks on the sliding surface are not connected, the stability of the landslide needs to consider the following mechanical effects: fault inclination θ, sliding surface inclination α, the sliding body's own gravity G, the hydrostatic pressure U on the fault cracks, and the hydrostatic pressure V on the potential sliding surface. At this time, according to the force analysis of the landslide, Fig. 9 As shown, the overall sliding force F H For: F H =G sinα+U cosα(1), that is, the first formula above, the overall anti-sliding force FK of the sliding body is: That is, the second formula above, where: G = (1vω)γ S H z L z (3) Substituting formula (3), (4), (5) into formula (1), (2), we obtain: FOS represents the above-mentioned landslide stability factor.

[0108] In order to improve the accuracy of analyzing the stability of the landslide, in an optional implementation manner, the calculation unit further includes:

[0109] a second acquisition module, in the case that the above-mentioned cross-section morphology is that the above-mentioned sliding surface crack is through, acquiring second landslide mechanical parameters, the above-mentioned second landslide mechanical parameters including sliding surface inclination, sliding body self-gravity, hydrostatic pressure on fault cracks, hydrostatic pressure on potential sliding surface, fault zone drag force and potential sliding surface drag force;

[0110] The fourth calculation module calculates the overall sliding force of the sliding body according to the third formula. The third formula is F H =T G2 +T G1 sinα+G sinα+U cosα, where, F H represents the overall sliding force of the sliding body, G represents the weight of the sliding body itself, U represents the hydrostatic pressure on the fault fissure, α represents the inclination angle of the sliding surface, T G2 represents the potential drag force on the sliding surface, T G1 represents the drag force of the above-mentioned fault zone;

[0111] The fifth calculation module calculates the overall anti-sliding force of the sliding body according to the fourth formula. The fourth formula is: F K represents the overall anti-sliding force of the sliding body, V represents the hydrostatic pressure on the potential sliding surface, c represents the cohesion of the landslide, and L Z represents the above slider length, represents the above-mentioned internal friction angle;

[0112] The sixth calculation module obtains the landslide stability coefficient according to the ratio between the overall anti-sliding force of the sliding body and the overall sliding force of the sliding body.

[0113] In the above embodiment, when the cracks on the sliding surface are connected, the stability of the landslide needs to consider the following mechanical effects: the weight of the sliding body G, the hydrostatic pressure U on the fracture cracks, the hydrostatic pressure V on the potential sliding surface, the drag force T of the fracture zone G1 , potential sliding surface drag force T G2 According to the force analysis of the landslide, Fig.10 As shown, the overall sliding force F H For: F H =T G2 +T G1 sinα+Gsinα+U cosα(7), that is, the third formula above, the overall anti-sliding force F of the sliding body K for: That is, the fourth formula above, where: G = (1-ω)γ S H z L z (9) Substituting formula (9), (10), (11) into formula (7), (8), we can obtain: FOS represents the above-mentioned landslide stability factor, where: T G =γ w dL(sinθ+tanθ)(13)(T G is the drag force, d is the potential slip surface thickness)T G is the drag force, d is the thickness of the potential sliding surface, T G =T G1 =T G2 .

[0114] In order to improve the accuracy of analyzing the stability of the landslide, in an optional implementation manner, the above step S201 includes:

[0115] a third acquisition module, in the case that the above-mentioned cross-sectional morphology is that the above-mentioned sliding surface cracks are connected and rainfall pours into the fault, acquiring third landslide mechanical parameters, the above-mentioned third landslide mechanical parameters including sliding surface inclination, sliding body self-gravity, hydrostatic pressure on fault cracks, hydrostatic pressure on potential sliding surface, fault zone drag force, potential sliding surface drag force and water hammer force;

[0116] The seventh calculation module calculates the overall sliding force of the sliding body according to the fifth formula, and the fifth formula is F H =T G2 +T G1 sinα+G sinα+U cosα+Fc , where, F H represents the overall sliding force of the sliding body, G represents the weight of the sliding body itself, U represents the hydrostatic pressure on the fault fissure, α represents the inclination angle of the sliding surface, represents the internal friction angle, T G2 represents the potential drag force on the sliding surface, T G1 represents the drag force of the above fault zone, F c represents the water hammer force mentioned above, where ρ is the fluid density, u0 represents the average fluid velocity, c0 is the water hammer wave velocity, and A is the fault cross-sectional area;

[0117] The eighth calculation module calculates the overall anti-sliding force of the sliding body according to the fourth formula. The fourth formula is: F K represents the overall anti-sliding force of the above sliding body, V represents the hydrostatic pressure on the above potential sliding surface, c represents the landslide cohesion, L Z represents the length of the slider;

[0118] The ninth calculation module obtains the landslide stability coefficient according to the ratio between the overall anti-sliding force of the sliding body and the overall sliding force of the sliding body.

[0119] In the above embodiment, when the cracks on the sliding surface are connected and rainfall enters the fault, the stability of the landslide needs to consider the following mechanical effects: the weight of the sliding body G, the hydrostatic pressure U on the fracture cracks, the hydrostatic pressure V on the potential sliding surface, the drag force T of the fault zone, and the gravitational field of the sliding surface. G1 , potential sliding surface drag force T G2 , water hammer force Fc. According to the force analysis of the landslide, the overall sliding force F H For: F H =T G2 +T G1 sinα+G sinα+U cosα+F c (14), i.e. the fifth formula, where: Where ρ is the fluid density, u0 is the average fluid velocity, c0 is the water hammer velocity, and A is the cross-sectional area of ​​the fault. K for: That is, the fourth formula above, where: G = (1-ω)γ s H z L z (17) Substituting equations (15), (17), (18), (19) into equations (14), (16), we can obtain FOS represents the above-mentioned landslide stability factor.

[0120] In order to improve the slope stability, in an optional implementation manner, the above-mentioned determination unit includes:

[0121] A first determination module, when the slope sliding mode is that the slope does not slide, determines that the control measures at least include shotcrete and meshing arranged on the slope surface;

[0122] The second determination module, when the above-mentioned slope sliding mode is that the above-mentioned slope slides, determines that the above-mentioned control measures at least include filling slurry into the cracks of the rock mass at the groundwater outcropping point, draining the groundwater in the slope body and the rock mass within the set range of the above-mentioned slope, cutting the upper part of the slope and reinforcing the above-mentioned slope with prestressed anchor rods or anti-sliding piles.

[0123] In the above embodiments, the technology and scheme for improving the stability of the slope depends on the specific slope characteristics, geological conditions and evaluation results. The optimization scheme is considered from the following aspects: 1. Slope protection measures. When there is no obvious sliding of the slope, measures such as spraying and hanging nets are arranged on the surface of the slope to reduce or avoid the impact of hydraulic erosion and weathering on the stability of the slope. 2. Slope sliding body reinforcement measures. Mainly applicable to the treatment measures taken to reduce the sliding force of the sliding body and increase the anti-sliding force of the sliding body when the slope sliding body slides. Specific treatment measures: fill the cracks of the rock mass with slurry at the groundwater outcropping to increase the strength and impermeability of the rock mass; use the drainage method to drain the groundwater in the slope and the surrounding rock mass; use the method of gentle slope treatment and slope foot pressure to cut the upper part of the slope, reduce the slope angle, and pile the rock and soil at the slope foot to increase the anti-sliding force; artificial reinforcement methods can also be used to reinforce the slope with prestressed anchor rods or anti-sliding piles or build retaining walls at the slope foot.

[0124] The above-mentioned device for calculating the stability of a rock slope in a mine considering the seepage in a fault zone includes a processor and a memory. The above-mentioned construction unit, simulation unit and calculation unit are all stored in the memory as program units, and the processor executes the above-mentioned program units stored in the memory to realize the corresponding functions. The above-mentioned modules are all located in the same processor; or, the above-mentioned modules are located in different processors in any combination.

[0125] The processor includes a kernel, and the kernel calls the corresponding program unit from the memory. One or more kernels can be set, and the kernel parameters are adjusted to solve the problem that the stability assessment of the open-pit mine slope with fracture zone seepage has not been carried out in the prior art, resulting in a high risk of damage to the open-pit mine slope with fracture zone seepage.

[0126] The memory may include non-permanent memory in a computer-readable medium, random access memory (RAM) and / or non-volatile memory, such as read-only memory (ROM) or flash RAM, and the memory includes at least one memory chip.

[0127] An embodiment of the present invention provides a computer-readable storage medium, which includes a stored program, wherein when the program is running, the device where the computer-readable storage medium is located is controlled to execute the method for calculating the stability of a mine rock slope considering fault zone seepage.

[0128] Specifically, the calculation methods for the stability of mining rock slopes considering the seepage in the fault zone include:

[0129] Step S201, constructing a three-dimensional stratigraphic model of the entire mining area, wherein the three-dimensional stratigraphic model of the entire mining area is a three-dimensional model constructed using actual geological data and test data of the mining area;

[0130] Step S202, simulating different slope sliding modes of the slope under the action of the fracture zone seepage in the above-mentioned overall three-dimensional stratum model of the mining area to obtain basic slope parameters, wherein the above-mentioned basic slope parameters include landslide cohesion, internal friction angle, sliding body length, sliding body height, fracture zone height, fracture zone width, potential sliding surface length, fracture zone development rate, landslide weight and fluid weight;

[0131] Step S203, analyzing the cross-sectional morphology of the slope based on the basic parameters of the slope, and calculating the corresponding landslide stability coefficient, the slope sliding mode includes the slope not sliding and the slope sliding, the cross-sectional morphology includes the sliding surface cracks not penetrating, the sliding surface cracks penetrating, and the sliding surface cracks penetrating and rainfall pouring into the fault, the landslide stability coefficient represents the stability of the slope in the mining area;

[0132] Step S204, when the above-mentioned landslide stability coefficient is less than the safety reserve coefficient, determine corresponding control measures according to different slope sliding modes, and perform control according to the above-mentioned control measures. The above-mentioned safety reserve coefficient is the slope safety factor determined according to the standard specification.

[0133] An embodiment of the present invention provides a processor, which is used to run a program, wherein the program, when running, executes the method for calculating the stability of a mine rock slope taking into account the seepage in the fault zone.

[0134] Specifically, the calculation methods for the stability of mining rock slopes considering the seepage in the fault zone include:

[0135] Step S201, constructing a three-dimensional stratigraphic model of the entire mining area, wherein the three-dimensional stratigraphic model of the entire mining area is a three-dimensional model constructed using actual geological data and test data of the mining area;

[0136] Step S202, simulating different slope sliding modes of the slope under the action of the fracture zone seepage in the above-mentioned overall three-dimensional stratum model of the mining area to obtain basic slope parameters, wherein the above-mentioned basic slope parameters include landslide cohesion, internal friction angle, sliding body length, sliding body height, fracture zone height, fracture zone width, potential sliding surface length, fracture zone development rate, landslide weight and fluid weight;

[0137] Step S203, analyzing the cross-sectional morphology of the slope based on the basic parameters of the slope, and calculating the corresponding landslide stability coefficient, the slope sliding mode includes the slope not sliding and the slope sliding, the cross-sectional morphology includes the sliding surface cracks not penetrating, the sliding surface cracks penetrating, and the sliding surface cracks penetrating and rainfall pouring into the fault, the landslide stability coefficient represents the stability of the slope in the mining area;

[0138] Step S204, when the above-mentioned landslide stability coefficient is less than the safety reserve coefficient, determine corresponding control measures according to different slope sliding modes, and perform control according to the above-mentioned control measures. The above-mentioned safety reserve coefficient is the slope safety factor determined according to the standard specification.

[0139] An embodiment of the present invention provides a mine rock slope stability management system, which includes a processor, a memory, and a program stored in the memory and executable on the processor. When the processor executes the program, at least the following steps are implemented:

[0140] Step S201, constructing a three-dimensional stratigraphic model of the entire mining area, wherein the three-dimensional stratigraphic model of the entire mining area is a three-dimensional model constructed using actual geological data and test data of the mining area;

[0141] Step S202, simulating different slope sliding modes of the slope under the action of the fracture zone seepage in the above-mentioned overall three-dimensional stratum model of the mining area to obtain basic slope parameters, wherein the above-mentioned basic slope parameters include landslide cohesion, internal friction angle, sliding body length, sliding body height, fracture zone height, fracture zone width, potential sliding surface length, fracture zone development rate, landslide weight and fluid weight;

[0142] Step S203, analyzing the cross-sectional morphology of the slope based on the basic parameters of the slope, and calculating the corresponding landslide stability coefficient, the slope sliding mode includes the slope not sliding and the slope sliding, the cross-sectional morphology includes the sliding surface cracks not penetrating, the sliding surface cracks penetrating, and the sliding surface cracks penetrating and rainfall pouring into the fault, the landslide stability coefficient represents the stability of the slope in the mining area;

[0143] Step S204, when the above-mentioned landslide stability coefficient is less than the safety reserve coefficient, determine corresponding control measures according to different slope sliding modes, and perform control according to the above-mentioned control measures. The above-mentioned safety reserve coefficient is the slope safety factor determined according to the standard specification.

[0144] The present application also provides a computer program product, which, when executed on a data processing device, is suitable for executing a program for initializing at least the following method steps:

[0145] Step S201, constructing a three-dimensional stratigraphic model of the entire mining area, wherein the three-dimensional stratigraphic model of the entire mining area is a three-dimensional model constructed using actual geological data and test data of the mining area;

[0146] Step S202, simulating different slope sliding modes of the slope under the action of the fracture zone seepage in the above-mentioned overall three-dimensional stratum model of the mining area to obtain basic slope parameters, wherein the above-mentioned basic slope parameters include landslide cohesion, internal friction angle, sliding body length, sliding body height, fracture zone height, fracture zone width, potential sliding surface length, fracture zone development rate, landslide weight and fluid weight;

[0147] Step S203, analyzing the cross-sectional morphology of the slope based on the basic parameters of the slope, and calculating the corresponding landslide stability coefficient, the slope sliding mode includes the slope not sliding and the slope sliding, the cross-sectional morphology includes the sliding surface cracks not penetrating, the sliding surface cracks penetrating, and the sliding surface cracks penetrating and rainfall pouring into the fault, the landslide stability coefficient represents the stability of the slope in the mining area;

[0148] Step S204, when the above-mentioned landslide stability coefficient is less than the safety reserve coefficient, determine corresponding control measures according to different slope sliding modes, and perform control according to the above-mentioned control measures. The above-mentioned safety reserve coefficient is the slope safety factor determined according to the standard specification.

[0149] Obviously, those skilled in the art should understand that the above modules or steps of the present invention can be implemented by a general computing device, they can be concentrated on a single computing device, or distributed on a network composed of multiple computing devices, they can be implemented by a program code executable by a computing device, so that they can be stored in a storage device and executed by the computing device, and in some cases, the steps shown or described can be executed in a different order than here, or they can be made into individual integrated circuit modules, or multiple modules or steps therein can be made into a single integrated circuit module for implementation. Thus, the present invention is not limited to any specific combination of hardware and software.

[0150] Those skilled in the art will appreciate that the embodiments of the present application may be provided as methods, systems, or computer program products. Therefore, the present application may adopt the form of a complete hardware embodiment, a complete software embodiment, or an embodiment in combination with software and hardware. Moreover, the present application may adopt the form of a computer program product implemented in one or more computer-usable storage media (including but not limited to disk storage, CD-ROM, optical storage, etc.) that include computer-usable program code.

[0151] The present application is described with reference to the flowcharts and / or block diagrams of the methods, devices (systems), and computer program products according to the embodiments of the present application. It should be understood that each process and / or box in the flowchart and / or block diagram, as well as the combination of the processes and / or boxes in the flowchart and / or block diagram, can be implemented by computer program instructions. These computer program instructions can be provided to a processor of a general-purpose computer, a special-purpose computer, an embedded processor, or other programmable data processing device to generate a machine, so that the instructions executed by the processor of the computer or other programmable data processing device generate instructions for implementing the processes in the flowchart and / or block diagram. Figure 1 A process or multiple processes and / or boxes Figure 1 A device that provides the functions specified in a block or multiple blocks.

[0152] These computer program instructions may also be stored in a computer-readable memory capable of directing a computer or other programmable data processing device to operate in a specific manner, so that the instructions stored in the computer-readable memory produce an article of manufacture comprising an instruction device, which implements the process Figure 1 A process or multiple processes and / or boxes Figure 1 A function specified in one or more boxes.

[0153] These computer program instructions can also be loaded onto a computer or other programmable data processing device so that a series of operating steps are executed on the computer or other programmable device to produce a computer-implemented process, thereby providing instructions for implementing the process. Figure 1 A process or multiple processes and / or boxes Figure 1 The steps for the functions specified in one or more boxes.

[0154] In a typical configuration, a computing device includes one or more processors (CPU), input / output interfaces, network interfaces, and memory.

[0155] The memory may include non-permanent memory in a computer-readable medium, random access memory (RAM) and / or non-volatile memory in the form of read-only memory (ROM) or flash RAM. The memory is an example of a computer-readable medium.

[0156] Computer readable media include permanent and non-permanent, removable and non-removable media that can be implemented by any method or technology to store information. Information can be computer readable instructions, data structures, program modules or other data. Examples of computer storage media include, but are not limited to, phase change memory (PRAM), static random access memory (SRAM), dynamic random access memory (DRAM), other types of random access memory (RAM), read-only memory (ROM), electrically erasable programmable read-only memory (EEPROM), flash memory or other memory technology, compact disk read-only memory (CD-ROM), digital versatile disk (DVD) or other optical storage, magnetic cassettes, magnetic tape disk storage or other magnetic storage devices or any other non-transmission media that can be used to store information that can be accessed by a computing device. As defined herein, computer readable media does not include temporary computer readable media (transitory media), such as modulated data signals and carrier waves.

[0157] It should also be noted that the terms "include", "comprises" or any other variations thereof are intended to cover non-exclusive inclusion, so that a process, method, commodity or device including a series of elements includes not only those elements, but also other elements not explicitly listed, or also includes elements inherent to such process, method, commodity or device. In the absence of more restrictions, the elements defined by the sentence "comprises a ..." do not exclude the existence of other identical elements in the process, method, commodity or device including the elements.

[0158] From the above description, it can be seen that the above embodiments of the present application achieve the following technical effects:

[0159] 1) The present invention provides a method for calculating the stability of a rock slope in a mine considering the seepage in a fault zone. First, a three-dimensional stratigraphic model of the whole mining area is constructed. The three-dimensional stratigraphic model of the whole mining area is a three-dimensional model constructed by combining the geological data of the actual mining area and the test data. Then, different slope sliding modes of the slope under the action of the seepage in the fault zone are simulated in the three-dimensional stratigraphic model of the whole mining area to obtain the basic parameters of the slope. The basic parameters of the slope include the cohesion of the landslide, the internal friction angle, the length of the sliding body, the height of the sliding body, the height of the fault zone, the width of the fault zone, the length of the potential sliding surface, the development rate of the fault zone, the weight of the landslide and the weight of the fluid. Then, based on the three-dimensional stratigraphic model of the whole mining area, the slope sliding modes are simulated under the action of the seepage in the fault zone to obtain the basic parameters of the slope. The basic parameters of the slope analyze the cross-sectional morphology of the slope and calculate the corresponding landslide stability coefficient. The above-mentioned slope sliding modes include the slope not sliding and the slope sliding. The above-mentioned cross-sectional morphology includes the sliding surface cracks not penetrating, the sliding surface cracks penetrating, and the sliding surface cracks penetrating and rainfall pouring into the fault. The above-mentioned landslide stability coefficient represents the stability of the above-mentioned slope in the mining area; finally, when the above-mentioned landslide stability coefficient is less than the safety reserve coefficient, the corresponding control measures are determined according to different slope sliding modes, and the control is carried out according to the above-mentioned control measures. The above-mentioned safety reserve coefficient is the slope safety factor determined according to the standard specification. This application mainly simulates the mining area under the action of fault zone seepage by constructing an overall three-dimensional stratigraphic model of the mining area. It can calculate the stability coefficient of the open-pit mine slope containing fault zone seepage, provide basic protection measures for unstable slopes, and prevent the stability hazards of the slopes that may be caused by fault zone seepage, so as to ensure the safety of the open-pit mine slopes and ensure the safe production of the open-pit mines. The present application solves the problem in the prior art that no stability assessment has been conducted on the open-pit mine slopes containing fracture zone seepage, which results in a high risk of damage to the open-pit mine slopes containing fracture zone seepage.

[0160] 2) The device for calculating the stability of a rock slope in a mine considering the seepage in the fault zone of the present application comprises a construction unit for constructing a three-dimensional stratigraphic model of the whole mine area, wherein the three-dimensional stratigraphic model of the whole mine area is a three-dimensional model constructed by combining the geological data of the actual mine area and the test data; a simulation unit for simulating different slope sliding modes of the slope under the action of the seepage in the fault zone in the three-dimensional stratigraphic model of the whole mine area to obtain the basic parameters of the slope, wherein the basic parameters of the slope include the cohesion of the landslide, the internal friction angle, the length of the sliding body, the height of the sliding body, the height of the fault zone, the width of the fault zone, the length of the potential sliding surface, the development rate of the fault zone, the weight of the landslide and the weight of the fluid; a calculation unit for simulating the different slope sliding modes of the slope under the action of the seepage in the fault zone in the three-dimensional stratigraphic model of the whole mine area to obtain the basic parameters of the slope, wherein the basic parameters of the slope include the cohesion of the landslide, the internal friction angle, the length of the sliding body, the height of the sliding body, the height of the fault zone, the width of the fault zone, the length of the potential sliding surface, the development rate of the fault zone, the weight of the landslide and the weight of the fluid; and a calculation unit for simulating the different slope sliding modes of the slope under the action of the seepage in the fault zone in the three-dimensional stratigraphic model of the whole mine area to obtain the basic parameters of the slope. The cross-sectional morphology of the slope is analyzed based on the above basic parameters of the slope, and the corresponding landslide stability coefficient is calculated. The above slope sliding modes include the slope not sliding and the slope sliding. The above cross-sectional morphology includes the sliding surface cracks not penetrating, the sliding surface cracks penetrating, and the sliding surface cracks penetrating and rainfall pouring into the fault. The above landslide stability coefficient represents the stability degree of the above slope in the mining area; the determination unit is used to determine the corresponding control measures according to different slope sliding modes when the above landslide stability coefficient is less than the safety reserve coefficient, so as to control according to the above control measures. The above safety reserve coefficient is the slope safety factor determined according to the standard specification. This application mainly simulates the mining area under the action of fault zone seepage by constructing an overall three-dimensional stratigraphic model of the mining area, and can calculate the stability coefficient of the open-pit mine slope containing fault zone seepage, provide basic protection measures for unstable slopes, and prevent the slope stability hazards that may be caused by fault zone seepage, so as to ensure the safety of the open-pit mine slope and ensure the safe production of the open-pit mine. The present application solves the problem in the prior art that no stability assessment has been conducted on the open-pit mine slopes containing fracture zone seepage, which results in a high risk of damage to the open-pit mine slopes containing fracture zone seepage.

[0161] The above description is only the preferred embodiment of the present application and is not intended to limit the present application. For those skilled in the art, the present application may have various modifications and variations. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present application shall be included in the protection scope of the present application.

Claims

1. A method for calculating the stability of a mine rock slope taking into account the seepage in the fault zone, characterized in that: include: Constructing a three-dimensional stratigraphic model of the entire mining area, wherein the three-dimensional stratigraphic model of the entire mining area is a three-dimensional model constructed from actual mining area geological data and test data; Simulating different slope sliding modes of the slope under the action of the fracture zone seepage in the overall three-dimensional stratigraphic model of the mining area to obtain basic slope parameters, wherein the basic slope parameters include landslide cohesion, internal friction angle, sliding body length, sliding body height, fracture zone height, fracture zone width, potential sliding surface length, fracture zone development rate, landslide weight and fluid weight; The cross-sectional morphology of the slope is analyzed based on the basic parameters of the slope, and the corresponding landslide stability coefficient is calculated. The slope sliding mode includes the slope not sliding and the slope sliding. The cross-sectional morphology includes the sliding surface cracks not penetrating, the sliding surface cracks penetrating, and the sliding surface cracks penetrating and rainfall pouring into the fault. The landslide stability coefficient represents the stability degree of the slope in the mining area; When the landslide stability coefficient is less than the safety reserve coefficient, corresponding control measures are determined according to different slope sliding modes, and control is carried out according to the control measures. The safety reserve coefficient is the slope safety factor determined according to standard specifications.

2. The method according to claim 1, characterized in that Before constructing the overall three-dimensional stratigraphic model of the mining area, the method further includes: Obtain the basic information of the mining area where the open-pit mine is located, the stratum distribution and rock samples, the basic information at least includes the traffic location, topography, hydrology and meteorology, mining depth, slope angle, recoverable coal volume and open-pit mine scale, and the stratum distribution at least includes the stratum strike, stratum dip, stratum dip, recoverable coal seam, coal seam thickness, structure and dip and its changing pattern; The rock samples are used to carry out uniaxial compression tests, triaxial compression tests and direct shear tests to obtain rock mechanical property data, wherein the rock mechanical properties at least include compressive strength, deformation strength and integrity strength.

3. The method according to claim 2, characterized in that Construct an overall three-dimensional stratigraphic model of the mining area, including: Based on the basic conditions, the stratum distribution and the rock mechanical property data, a model is preliminarily constructed using a digital elevation model and a contour topographic map model to obtain an initial geological model; The initial geological model is gridded to obtain an overall three-dimensional stratigraphic model of the mining area.

4. The method according to claim 1, characterized in that: The cross-sectional morphology of the slope is analyzed based on the basic parameters of the slope, and the corresponding landslide stability coefficient is calculated, including: When the cross-sectional morphology is that the sliding surface crack is not through, obtaining first landslide mechanical parameters, the first landslide mechanical parameters including fault inclination, sliding surface inclination, the sliding body's own gravity, the hydrostatic pressure on the fault crack and the hydrostatic pressure on the potential sliding surface; The overall sliding force of the sliding body is calculated according to the first formula, where the first formula is F H =Gsinα+Ucosα, F H represents the overall sliding force of the sliding body, G represents the weight of the sliding body itself, U represents the hydrostatic pressure on the fault fissure, α represents the inclination angle of the sliding surface; The overall anti-sliding force of the sliding body is calculated according to the second formula, which is: F K represents the overall anti-sliding force of the sliding body, V represents the hydrostatic pressure on the potential sliding surface, U represents the hydrostatic pressure on the potential sliding surface, c represents the cohesion of the landslide, and L Z represents the slider length, represents the internal friction angle; The landslide stability coefficient is obtained according to the ratio between the overall anti-sliding force of the sliding body and the overall sliding force of the sliding body.

5. The method according to claim 1, characterized in that The cross-sectional morphology of the slope is analyzed based on the basic parameters of the slope, and the corresponding landslide stability coefficient is calculated, including: When the cross-sectional morphology is that the sliding surface cracks are through, obtaining second landslide mechanical parameters, the second landslide mechanical parameters including the sliding surface inclination, the sliding body's own gravity, the hydrostatic pressure on the fault cracks, the hydrostatic pressure on the potential sliding surface, the fault zone drag force and the potential sliding surface drag force; The overall sliding force of the sliding body is calculated according to the third formula, and the third formula is F H =T G2 +T G1 sinα+Gsinα+Ucosα, where, F H represents the sliding force of the entire sliding body, G represents the weight of the sliding body itself, U represents the hydrostatic pressure on the fault fissure, α represents the inclination angle of the sliding surface, T G2 represents the potential sliding surface drag force, T G1 represents the drag force of the fault zone; The overall anti-sliding force of the sliding body is calculated according to the fourth formula: F K represents the overall anti-sliding force of the sliding body, V represents the hydrostatic pressure on the potential sliding surface, c represents the cohesion of the landslide, and L Z represents the slider length, represents the internal friction angle; The landslide stability coefficient is obtained according to the ratio between the overall anti-sliding force of the sliding body and the overall sliding force of the sliding body.

6. The method according to claim 1, characterized in that The cross-sectional morphology of the slope is analyzed based on the basic parameters of the slope, and the corresponding landslide stability coefficient is calculated, including: When the cross-sectional morphology is that the sliding surface cracks are connected and rainfall pours into the fault, obtaining a third landslide mechanical parameter, wherein the third landslide mechanical parameter includes a sliding surface inclination angle, a sliding body's own gravity, a hydrostatic pressure on the fault cracks, a hydrostatic pressure on the potential sliding surface, a fault zone drag force, a potential sliding surface drag force, and a water hammer force; The overall sliding force of the sliding body is calculated according to the fifth formula, and the fifth formula is F H =T G2 +T G1 sinα+Gsinα+Ucosα+F c , where, F H represents the overall sliding force of the sliding body, G represents the weight of the sliding body itself, U represents the hydrostatic pressure on the fault fissure, α represents the inclination angle of the sliding surface, represents the internal friction angle, T G2 represents the potential sliding surface drag force, T G1 represents the fault zone drag force, F c represents the water hammer force, where ρ is the fluid density, u0 represents the average fluid velocity, c0 is the water hammer wave velocity, and A is the fault cross-sectional area; The overall anti-sliding force of the sliding body is calculated according to the fourth formula: F K represents the overall anti-sliding force of the sliding body, V represents the hydrostatic pressure on the potential sliding surface, c represents the landslide cohesion, L Z represents the length of the slider; The landslide stability coefficient is obtained according to the ratio between the overall anti-sliding force of the sliding body and the overall sliding force of the sliding body.

7. The method according to claim 1, characterized in that When the landslide stability coefficient is less than the safety reserve coefficient, corresponding control measures are determined according to different slope sliding modes, including: When the slope sliding mode is that the slope does not slide, determining that the control measures at least include shotcrete and meshing arranged on the slope surface; When the slope sliding mode is that the slope slides, the control measures are determined to at least include filling slurry into cracks in the rock mass at the groundwater outcropping, draining the groundwater in the slope and in the rock mass within the set range of the slope, cutting the upper part of the slope, and reinforcing the slope with prestressed anchor rods or anti-sliding piles.

8. A device for calculating the stability of a mine rock slope taking into account the seepage in the fault zone, characterized in that: The device comprises: A construction unit is used to construct a three-dimensional stratigraphic model of the entire mining area, wherein the three-dimensional stratigraphic model of the entire mining area is a three-dimensional model constructed by using actual geological data and test data of the mining area; A simulation unit, used for simulating different slope sliding modes of the slope under the action of the fracture zone seepage in the overall three-dimensional stratigraphic model of the mining area, and obtaining basic slope parameters, wherein the basic slope parameters include landslide cohesion, internal friction angle, sliding body length, sliding body height, fracture zone height, fracture zone width, potential sliding surface length, fracture zone development rate, landslide weight and fluid weight; a calculation unit, which analyzes the cross-sectional morphology of the slope based on the basic parameters of the slope and calculates a corresponding landslide stability coefficient, wherein the slope sliding modes include the slope not sliding and the slope sliding, and the cross-sectional morphology includes the sliding surface cracks not penetrating, the sliding surface cracks penetrating, and the sliding surface cracks penetrating and rainfall pouring into the fault, and the landslide stability coefficient represents the stability degree of the slope in the mining area; The determination unit is used to determine corresponding control measures according to different slope sliding modes when the landslide stability coefficient is less than the safety reserve coefficient, so as to carry out control according to the control measures. The safety reserve coefficient is the slope safety factor determined according to the standard specification.

9. A computer-readable storage medium, characterized in that: The computer-readable storage medium includes a stored program, wherein when the program is executed, the device where the computer-readable storage medium is located is controlled to execute the method according to any one of claims 1 to 7.

10. A computer program product comprising computer instructions, characterized in that: When the computer instructions are executed by a processor, the method according to any one of claims 1 to 7 is implemented.

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