Method and system for calculating stability of mountain slope in power transmission facility area
By processing multi-source data and using the limit equilibrium method to analyze the mountain slopes of transmission lines, the problems of insufficient data support and lack of runoff simulation in existing technologies for slope stability analysis have been solved, enabling accurate quantification and dynamic early warning of slope stability.
Patent Information
- Application Number
- CN202511047278.9
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2025-07-29
- Publication Date
- 2025-11-21
Smart Images
Figure CN120995667A_ABST
Abstract
Description
TECHNICAL FIELD
[0001] The present application relates to the technical field of electric power engineering, in particular to a method and system for calculating the stability of a mountain slope in a power transmission facility area. BACKGROUND
[0002] A large number of high-voltage transmission and distribution lines pass through the southwest mountainous area with complex geological environment and dramatic topography. In particular, in the karst development area of Guangxi, the stratum is broken, the slope is steep, and the rainfall is abundant, and the stability of the mountain slope is particularly prominent, which easily induces geological disasters such as landslides and collapses, and seriously threatens the safe operation of the power transmission facilities. Due to the wide range of power transmission line layout, the traditional field investigation and point stability analysis method cannot meet the needs of fine evaluation and early warning response. At present, the two-dimensional or three-dimensional limit equilibrium method is generally used in engineering to analyze the stability of the slope. Although these methods have a mature theoretical basis, they often rely on the experience of engineers to select the analysis profile, and lack a unified and multi-source spatial data-based typical slope surface selection system. In addition, the existing analysis often ignores the heterogeneous characteristics of the area where the slope is located in terms of climate, hydrology and geological structure, and cannot reflect the dynamic response of the slope stress state under the complex environment of the mountainous area.
[0003] The existing mountain slope stability analysis method along the power transmission line still has many deficiencies. First, the selection of typical profiles lacks systematic spatial data support and often relies on manual experience, which cannot fully reflect the regional representative characteristics of different topography, lithology and landslide risk in complex mountainous areas. Second, most slope stability analysis methods do not consider multiple factors such as soil type, geological structure, karst distribution, rainfall runoff and spatial distribution of power transmission facilities, making it difficult to accurately simulate the instability mechanism of the slope under real working conditions. In addition, the current evaluation method focuses on static working conditions and lacks comparative simulation of slope stability changes under runoff conditions, limiting its dynamic early warning capability in geological disaster prevention and control. SUMMARY
[0004] The present application provides a method and system for calculating the stability of a mountain slope in a power transmission facility area, which solves the problem that the current evaluation method focuses on static working conditions and lacks comparative simulation of slope stability changes under runoff conditions, limiting its dynamic early warning capability in geological disaster prevention and control.
[0005] The first aspect of the present application provides a method for calculating the stability of a mountain slope in a power transmission facility area, comprising: spatially pre-processing the obtained multi-source basic data of the study area to obtain standardized data with a unified spatial reference; based on the pre-processed standardized data, selecting a typical slope surface according to a pre-set spatial index; extracting a profile line from the selected typical slope surface, and constructing a two-dimensional slope surface geometric model based on the profile line; Two types of comparative working conditions are set for each two-dimensional slope geometry model; wherein, working condition one simulates small rain conditions in no runoff state, and working condition two simulates large rain conditions in runoff state; The limit equilibrium method is used to calculate the slope stability of the two types of comparative working conditions, and the safety factor of the potential sliding surface under each working condition is obtained; According to the safety factor, the influence threshold of runoff on slope stability is compared and analyzed.
[0006] Further, the multi-source basic data of the study area includes digital elevation model data, soil type data, geological lithology data, meteorological element data and power transmission facility spatial distribution data.
[0007] Further, the spatial preprocessing includes: unified coordinate system projection conversion, setting sampling spatial resolution, boundary clipping according to the study area, and performing format conversion between raster data and vector data.
[0008] Further, the preset spatial index includes regional complexity, being located in a high-risk landslide area or a historical landslide area, being distributed in a strong karst development carbonate rock area, and representing a typical landform type of the target area.
[0009] Further, the typical slope surface is extracted by profile line, and a two-dimensional slope geometry model is constructed based on the profile line, including: Extracting a terrain profile line along the typical slope surface based on digital elevation model data; Generating a two-dimensional slope geometry contour reflecting the actual terrain undulation using the terrain profile line; Based on the soil type spatial distribution map or the measured profile data, the two-dimensional slope geometry model is divided into a surface layer, a subsurface layer and a bedrock layer; The soil unit weight, cohesion, internal friction angle and saturation parameters are respectively assigned to the surface layer, the subsurface layer and the bedrock layer.
[0010] Further, the working condition one simulates small rain conditions in no runoff state, and the working condition two simulates large rain conditions in runoff state, including: In working condition one, the pore water pressure coefficient is set; in working condition two, the pore water pressure coefficient is set.
[0011] Further, the limit equilibrium method is used to calculate the slope stability of the two types of comparative working conditions, and the safety factor of the potential sliding surface under each working condition is obtained, including: The Morgenstern-Price method is used to establish force balance equation and moment balance equation; The Newton-Raphson iteration method is used to solve the safety factor that meets the boundary conditions; Output the safety factor corresponding to the condition one no runoff state and the condition two runoff state.
[0012] Further, the force balance equation is: Wherein: is the effective normal intergranular force of the soil along the sliding surface in the direction, is the infinitesimal length of the soil along the bottom of the sliding surface, is the tangent value of the effective internal friction angle of the soil , is the safety factor, is the slope of the sliding surface curve, is the tangential intergranular force of the soil along the sliding surface in the direction, is the effective stress intensity index of the soil, is the pore water stress along the sliding surface in the direction, is the change rate of the self weight of the soil along the sliding surface in the direction, is the pore water pressure coefficient.
[0013] Further, the moment balance equation is: Wherein: is the tangential intergranular force, is the derivative of the product of the effective normal intergranular force and the ordinate of the action point, is the ordinate of the action point of the effective normal intergranular force , is the ordinate of the current calculation point along the sliding surface, is the derivative of the product of the pore water stress and the height of the soil.
[0014] The second aspect of the present application provides a power transmission facility area mountain slope stability calculation system, comprising: A data acquisition and preprocessing unit is used for spatially preprocessing the acquired multi-source basic data of the research area to obtain standardized data with a unified spatial reference; A typical slope screening unit is used for screening typical slopes according to a preset spatial index based on the preprocessed standardized data; The two-dimensional slope geometry model construction unit is configured to extract a profile line from the screened typical slope surface and construct a two-dimensional slope geometry model based on the profile line; The two types of contrast working condition setting unit is configured to set two types of contrast working conditions for each two-dimensional slope geometry model; wherein, working condition one simulates a small rain condition in a no runoff state, and working condition two simulates a large rain condition in a runoff state; The safety factor determination unit is configured to perform slope stability calculation on the two types of contrast working conditions by using a limit equilibrium method to obtain a safety factor of a potential sliding surface under each working condition; The influence threshold determination unit is configured to compare and analyze an influence threshold of runoff on slope stability according to the safety factor.
[0015] As can be seen from the above technical solutions, the present application has the following advantages: On the basis of the standardized data of the research area obtained by the preprocessing, the typical slope surface is screened by using a spatial superposition method, the deviation of artificial experience site selection is solved, and the representative error of the profile is reduced; the two-dimensional slope geometry model is constructed based on the profile line, two types of contrast working conditions are set for each two-dimensional slope geometry model, the slope stability calculation is performed on the two types of contrast working conditions by using the limit equilibrium method, the safety factor of the potential sliding surface under each working condition is obtained, the influence of rainfall penetration on stability is accurately quantified, and the recognition accuracy of the critical state of instability is improved; the influence threshold of runoff on slope stability is compared and analyzed according to the safety factor, the response time of the power transmission facility landslide early warning can be effectively shortened, and the disaster prevention cost is greatly reduced compared with the traditional static evaluation method. The present application converts the slope stability analysis in the complex geological environment from the experience qualitative to the data driven quantitative, and provides a standardized technical paradigm for the geological disaster prevention and control of the power transmission corridor in the southwest karst area. BRIEF DESCRIPTION OF DRAWINGS
[0016] Figure 1 FIG. 1 is a flowchart of an embodiment of a power transmission facility area mountain slope stability calculation method in the present application; Figure 2 FIG. 2 is a schematic diagram of DEM distribution in a research area in the present application; Figure 3 FIG. 3 is a schematic diagram of soil type distribution in a research area in the present application; Figure 4 FIG. 4 is a schematic diagram of slope distribution in a research area in the present application; Figure 5 FIG. 5 is a schematic diagram of karst area carbonate distribution in a research area in the present application; Figure 6 FIG. 6 is a schematic diagram of landslide disaster high-risk area distribution in a research area in the present application; Figure 7 FIG. 7 is a schematic diagram of landslide disaster point distribution in a research area in the present application; Figure 8 FIG. 8 is a schematic diagram of power transmission line and 1km buffer distribution in a research area in the present application; Figure 9 A typical slope surface distribution diagram for studying the slope surface infiltration and stability in the research area in the application; Figure 10 A model construction diagram in the application; Figure 11 A model grid division diagram in the application; Figure 12 A final pore water pressure nephogram of a typical slope surface 1 under different rainfall intensities in the application; Figure 13 A slope stability coefficient and a sliding surface position diagram of a typical slope surface 1 under different rainfall intensities in the application; Figure 14 A slope surface stability comparison diagram of a typical slope surface 1 under the influence of runoff or not in the application. DETAILED DESCRIPTION
[0017] The terms "first", "second", "third", "fourth" and the like in the description of the application and in the claims, if any, are used for distinguishing between similar objects and not necessarily for describing a particular sequential or chronological order. It is to be understood that the use of these terms herein is merely for distinguishing between the similar objects and the same can be referenced in any order in the description of the application. Further, the terms "comprise" and "comprising" and the like, if any, as used herein, are used in the sense of "including" and / or "warranting" but not necessarily limiting to, for example, processes, methods, objects, or apparatuses that consist of the steps or units particularly disclosed herein and / or which further include other not particularly precluded steps or units.
[0018] Embodiment one The method implemented in the embodiment can be implemented in a system, and can be implemented in a server or a terminal, and the specific implementation is not limited. The power transmission facility area mountain slope stability calculation method in the application will be introduced from the perspective of system implementation. Please refer to Figure 1 The method provided by the embodiment of the application includes the following steps: S11. Spatially pre-processing the acquired multi-source basic data of the research area to obtain standardized data with a unified spatial reference; In the embodiment, the multi-source basic data of the research area includes digital elevation model data, soil type data, geological lithology data, meteorological element data, and power transmission facility spatial distribution data.
[0019] The spatial pre-processing includes: unified coordinate system projection conversion, setting sampling spatial resolution, clipping according to the research area boundary, and performing format conversion between raster data and vector data.
[0020] Specifically, remote sensing and GIS (Geographic Information System) technologies are used to obtain and organize multi-source basic data in the study area. For example Figure 2 The distribution diagram of the digital elevation model in the study area is shown in the figure. The resolution of the digital elevation model data is 30 meters, which is used to extract geometric parameters such as slope and slope direction; For example Figures 3 to 5 The soil type distribution map, slope distribution map and karst area carbonate distribution diagram are used to construct the profile structure and mechanical parameter assignment; For example Figure 6 The landslide disaster risk distribution map is used to identify high-risk areas; For example Figure 7 The landslide point distribution diagram contains historical landslide point distribution data, which is used to verify the typicality of the selected points of the model; For example Figure 8 The power transmission line and tower distribution map (1 km buffer) is used to determine the target slope area. In addition, meteorological data such as rainfall, evaporation and air temperature are used to identify surface runoff conditions and input working conditions for modeling.
[0021] Based on the above-mentioned multi-source data, the GIS software is used to complete the unified projection, resampling, cutting, raster / vector conversion, and provide accurate data basis for subsequent modeling analysis.
[0022] S12. Based on the preprocessed standardized data, the typical slope surface is selected according to the pre-set spatial index; In this embodiment, the pre-set spatial index includes regional complexity, being located in a landslide high-risk area or a historical landslide area, being distributed in a carbonate rock area with strong karst development, and representing a typical landform type in the target area.
[0023] Specifically, based on the preprocessed standardized data, the spatial overlay analysis method is used to select the typical slope surface, and the selection process needs to meet six spatial indexes at the same time: the slope surface must be located within the 1 km buffer of the power transmission line tower; The terrain slope needs to be greater than 25 degrees, which is the instability sensitive threshold; The soil type or geological lithology combination needs to have regional complexity characteristics; The location must belong to a landslide disaster high-risk area or a historical landslide point distribution area; The geological unit needs to be located in a carbonate rock distribution belt with strong karst development; And it can represent different typical landform types in the study area, such as karst hilly area and denudation mountain area. Through layer-by-layer overlay analysis of the slope surface that meets all conditions, the typical slope surface with engineering relevance and geological representativeness is finally determined.
[0024] S13. Extract the profile line for the selected typical slope surface, and construct a two-dimensional slope surface geometric model based on the profile line; The specific implementation process of this step is as follows: 1. Extract the terrain profile line along the typical slope surface based on the digital elevation model data; 2. Use the terrain profile line to generate a two-dimensional slope surface geometric contour reflecting the actual terrain undulation; 3. Based on the spatial distribution map of soil types or measured profile data, the two-dimensional slope geometric model is divided into the surface layer, the subsurface layer and the bedrock layer; 4. Assign soil unit weight, cohesion, internal friction angle and saturation parameters to the surface layer, subsurface layer and bedrock layer respectively.
[0025] like Figures 9 to 11 As shown, the typical slope modeling is achieved as follows: First, based on 30-meter resolution digital elevation model data, topographic profile lines are extracted along the selected typical slope centerline in GIS software; second, these profile lines are used to generate a two-dimensional slope geometric outline that truly reflects the undulating characteristics of the mountain; based on high-precision soil type spatial distribution maps or field exploration and measured profile data, the geometric model is divided into three geological structures from top to bottom: surface layer, subsurface layer, and bedrock layer; finally, four key mechanical parameters—soil unit weight, cohesion, internal friction angle, and saturation—are assigned to each structural layer to complete the construction of the parametric slope structure model.
[0026] S14. Set two types of comparative working conditions for each two-dimensional slope geometry model; among them, working condition one is a state without runoff to simulate light rain conditions, and working condition two is a state with runoff to simulate heavy rain conditions. In this embodiment, pore water pressure coefficients are set in both Condition 1 and Condition 2. Specifically, based on the national rainfall level classification standards and slope hydrological response methods, pore water pressure coefficients are set for two types of conditions. Condition 1, simulating light to moderate rain conditions with no runoff, selects conditions with 24-hour rainfall <25mm according to Table 1, and uses a rainfall intensity of 2mm / d from Condition 1 in Table 2 for 80 hours, setting a low pore water pressure coefficient (0.2-0.4) to represent the state of unsaturated soil and no surface runoff. Condition 2, simulating heavy rain and above conditions with runoff, selects conditions with rainfall ≥25mm according to Table 1, and uses a rainfall intensity of 20mm / d or 100mm / d from Condition 2 in Table 2 for 80 hours, setting a high pore water pressure coefficient (0.8-1.0) to represent the extreme conditions of fully saturated soil, significantly increased pore water pressure, and surface runoff. By using differentiated pore water pressure coefficients, we can quantitatively reflect the mechanical mechanism by which runoff causes a decrease in soil shear strength.
[0027] Table 1 National Rainfall Level Classification Standards Table 2 Simulation Scheme for Rainfall Conditions S15. The limit equilibrium method is used to calculate the slope stability of the two comparative working conditions and obtain the safety factor of the potential sliding surface under each working condition. In this embodiment, calculating slope stability includes the following steps: 1. The Morgenstern-Price method was used to establish the force equilibrium equations and torque equilibrium equations; 2. Solve for the safety factor that satisfies the boundary conditions based on the Newton-Raphson iterative method; 3. Output the safety factors corresponding to the no-runoff state in operating condition 1 and the runoff state in operating condition 2.
[0028] Specifically, the Morgenstern-Price method is a limit equilibrium method for slope stability analysis. The Newton-Raphson method is a mathematical method for numerically iteratively solving nonlinear equations. The Morgenstern-Price method is used to construct dual governing equations: the force balance equations ensure that the resultant force of the soil strip in the horizontal and vertical directions is zero, and the moment balance equations ensure that the sum of the moments of the soil strip about the sliding surface is zero. The specific expressions are as follows: The force balance equations are: in: For effective normal inter-strength Along the sliding surface Rate of change of direction This is the minute length of the soil strip along the bottom of the sliding surface. The effective internal friction angle of the soil The tangent value, For safety reasons, The slope of the sliding surface curve. For tangential inter-strip force Along the sliding surface Rate of change of direction It is the effective stress strength index of soil. Pore water stress Along the sliding surface Rate of change of direction For the weight of the soil strip Along the sliding surface Rate of change of direction This is the pore water pressure coefficient.
[0029] The torque balance equation is: in: For tangential inter-strip force, For effective normal inter-strength Its point of application ordinate derivative of the product, is the effective normal interlaminar force is the longitudinal coordinate of the point of action, is the longitudinal coordinate of the current calculation point along the slip surface, is the pore water stress is the height of the soil slice derivative of the product.
[0030] Calculate the safety factor based on the Newton-Raphson iterative method , specifically. Initialize the estimate value, which is taken as 1.0, and solve the interlaminar force and moment equations to obtain the interlaminar force and the tangential force , verify the boundary conditions, and ensure that the end soil slice satisfies , , i.e., the normal force and moment are zero. If the boundary conditions are not met, correct and reiterate until the error converges. Calculate the values under working condition one (without runoff) and working condition two (with runoff), record the minimum safety factor corresponding to each working condition, which is the most dangerous slip surface result, and form a comparison data set.
[0031] As shown in Figure 12 , Figure 12 , the upper part: the rainfall intensity is 2 mm / day, and the lower part: the rainfall intensity is 100 mm / day; the final pore water pressure cloud map under different rainfall intensities of the typical slope 1; as shown in Figure 13 , Figure 13 , the upper part: the rainfall intensity is 2 mm / day, and the lower part: the rainfall intensity is 100 mm / day; Figure 13 is the slope stability coefficient and slip surface position diagram under different rainfall intensities of the typical slope 1, Figure 14 is the slope stability comparison diagram under the influence of runoff of the typical slope 1.
[0032] S16. Analyze the influence threshold of runoff on slope stability according to the safety factor.
[0033] Statistically analyze the safety factor difference of the same slope under working condition one and working condition two. If the difference is greater than the empirical threshold, it is determined that runoff leads to significant deterioration of stability. Set the critical threshold, where when the safety factor under working condition two is less than the critical threshold of 1.0, mark the slope as unstable under the runoff working condition, and when the safety factor under working condition two is greater than 1.0 and less than the critical threshold of 1.25, mark it as a critical state and require urgent prevention and control.
[0034] The above examples set different surface hydrological working conditions, construct a slope limit equilibrium model, calculate the safety factor under each working condition combined with actual geomechanics parameters, compare and analyze the change of slope stability under the influence of runoff, reveal the coupling mechanism of rainfall-runoff-instability, and provide quantitative basis for risk prevention and control.
[0035] Example two An embodiment of the power transmission facility area mountain slope stability calculation system in the application comprises the following steps: A data acquisition and preprocessing unit is configured to perform spatial preprocessing on the acquired multi-source basic data of the study area to obtain standardized data with a unified spatial reference; A typical slope surface screening unit is configured to screen typical slope surfaces according to a preset spatial index based on the preprocessed standardized data; A two-dimensional slope surface geometric model construction unit is configured to extract a profile line for the screened typical slope surfaces and construct a two-dimensional slope surface geometric model based on the profile line; A two-class comparative working condition setting unit is configured to set two-class comparative working conditions for each two-dimensional slope surface geometric model; wherein, working condition one simulates a small rain condition in a no-runoff state, and working condition two simulates a large rain condition in a runoff state; A safety factor determination unit is configured to perform slope stability calculation on the two-class comparative working conditions by using a limit equilibrium method to obtain the safety factor of a potential sliding surface under each working condition; An influence threshold determination unit is configured to compare and analyze the influence threshold of runoff on slope stability according to the safety factor.
[0036] The specific limitations of the system can be referred to the limitations of the method in the above, which will not be repeated here. Each module in the above system can be realized by software, hardware and their combination in whole or in part. Each module in the above can be embedded in or independent of the processor in the computer device in hardware form, or stored in the memory in the computer device in software form, so as to be called and executed by the processor to perform the operations corresponding to each module.
[0037] It can be understood that those skilled in the art can combine various embodiments in each embodiment under the guidance of the above embodiments to obtain technical solutions of various embodiments.
[0038] The above only describes the preferred embodiments of the application and does not limit the application. Any modification, equivalent replacement and improvement within the spirit and principle of the application shall be included in the protection scope of the application.
Claims
1. A method for calculating the stability of mountain slopes in power transmission facility areas, characterized in that, include: The acquired multi-source basic data of the study area are spatially preprocessed to obtain standardized data with a unified spatial benchmark. Based on the preprocessed standardized data, typical slopes are selected according to preset spatial indicators; Extract profile lines from the selected typical slopes and construct a two-dimensional slope geometric model based on the profile lines; Two types of comparative working conditions are set for each two-dimensional slope geometry model; among them, working condition 1 simulates light rain conditions with no runoff, and working condition 2 simulates heavy rain conditions with runoff. The slope stability was calculated for the two comparative working conditions using the limit equilibrium method, and the safety factor of the potential sliding surface under each working condition was obtained. The impact threshold of runoff on slope stability is analyzed based on the safety factor.
2. The method for calculating the stability of mountain slopes in power transmission facility areas according to claim 1, characterized in that, The multi-source basic data for the study area includes digital elevation model data, soil type data, geological lithology data, meteorological element data, and spatial distribution data of power transmission facilities.
3. The method for calculating the stability of mountain slopes in power transmission facility areas according to claim 1, characterized in that, The spatial preprocessing includes: unified coordinate system projection transformation, setting the sampling spatial resolution, cropping according to the study area boundary, and performing format conversion between raster data and vector data.
4. The method for calculating the stability of mountain slopes in power transmission facility areas according to claim 1, characterized in that, The preset spatial indicators include those with regional complexity, located in high-risk landslide areas or historical landslide areas, distributed in carbonate rock areas with strong karst development, and representing typical landform types of the target area.
5. The method for calculating the stability of mountain slopes in power transmission facility areas according to claim 2, characterized in that, The step of extracting profile lines from selected typical slopes and constructing a two-dimensional slope geometric model based on the profile lines includes: Topographic profiles are extracted along the typical slope based on digital elevation model data; The topographic profile lines are used to generate a two-dimensional slope geometric profile that reflects the actual topographic undulations. Based on the spatial distribution map of soil types or measured profile data, the two-dimensional slope geometric model is divided into the surface layer, the subsurface layer and the bedrock layer. The surface layer, subsurface layer, and bedrock layer are respectively assigned soil unit weight, cohesion, internal friction angle, and saturation parameters.
6. The method for calculating the stability of mountain slopes in power transmission facility areas according to claim 1, characterized in that, The first working condition, which simulates light rain conditions with no runoff, and the second working condition, which simulates heavy rain conditions with runoff, include: setting a pore water pressure coefficient in the first working condition and setting a pore water pressure coefficient in the second working condition.
7. The method for calculating the stability of mountain slopes in power transmission facility areas according to claim 6, characterized in that, The slope stability calculation for the two comparative working conditions is performed using the limit equilibrium method to obtain the safety factor of the potential sliding surface under each working condition, including: The force equilibrium equations and moment equilibrium equations are established using the Morgenstern-Price method. The safety factor satisfying the boundary conditions is determined based on the Newton-Raphson iterative method. Output the safety factors corresponding to the no-runoff state in operating condition one and the runoff state in operating condition two.
8. The method for calculating the stability of mountain slopes in power transmission facility areas according to claim 7, characterized in that, The force balance equation is: in: For effective normal inter-strength Along the sliding surface Rate of change of direction This is the minute length of the soil strip along the bottom of the sliding surface. The effective internal friction angle of the soil The tangent value, For safety reasons, The slope of the sliding surface curve. For tangential inter-strip force Along the sliding surface Rate of change of direction It is the effective stress strength index of soil. Pore water stress Along the sliding surface Rate of change of direction For the weight of the soil strip Along the sliding surface Rate of change of direction This is the pore water pressure coefficient.
9. The method for calculating the stability of mountain slopes in power transmission facility areas according to claim 7, characterized in that, The torque balance equation is as follows: in: For tangential inter-strip force, For effective normal inter-strength Its point of application ordinate The derivative of the product, It is an effective normal force between clauses The ordinate of the point of application, The ordinate of the current calculation point along the sliding surface. Pore water stress With soil strip height The derivative of the product.
10. A system for calculating the stability of mountain slopes in power transmission facility areas, characterized in that, The method described by any one of claims 1-9 comprises: The data acquisition and preprocessing unit is used to perform spatial preprocessing on the acquired multi-source basic data of the study area to obtain standardized data with a unified spatial benchmark. The typical slope screening unit is used to screen typical slopes based on preprocessed standardized data and preset spatial indicators. A two-dimensional slope geometry model construction unit is used to extract profile lines from selected typical slopes and construct a two-dimensional slope geometry model based on the profile lines. Two types of comparison working condition setting unit are used to set two types of comparison working conditions for each two-dimensional slope geometry model; among them, working condition one without runoff simulates light rain conditions, and working condition two with runoff simulates heavy rain conditions. The safety factor determination unit is used to calculate the slope stability of the two comparative working conditions using the limit equilibrium method, and to obtain the safety factor of the potential sliding surface under each working condition. The influence threshold determination unit is used to compare and analyze the influence threshold of runoff on slope stability based on the safety factor.