A landslide sliding surface through early warning method and device, electronic equipment and storage medium

Abstract

The application provides a landslide sliding surface breakthrough early warning method and device, electronic equipment and storage medium, the method comprises the steps: determining the division scale, carrying out grid division on the landslide, obtaining a plurality of monitoring areas; acquiring the basic parameters, space-time coupling degree, speed and acceleration of each monitoring area and the corresponding block quality of each first monitoring area of the landslide; based on the corresponding block quality of each first monitoring area, the speed and acceleration of each monitoring area, the basic parameters of the landslide, and the space-time coupling degree, determine whether the landslide is a local sliding surface breakthrough or a whole sliding surface breakthrough; according to the determination result of the landslide, the early warning level is determined, and the early warning response measure corresponding to the early warning level is triggered. By setting the first monitoring area and the second monitoring area, and introducing the space-time coupling degree representing the correlation strength of the two, the speed, acceleration and block quality of each area are combined to make a comprehensive judgment, which effectively avoids the misjudgment caused by a single index, and significantly reduces the false positive rate and the false negative rate.

Description

Technical Field

[0001] This invention belongs to the field of geological disaster monitoring and early warning technology, and particularly relates to a landslide surface penetration early warning method, a landslide surface penetration early warning device, an electronic device, and a computer-readable storage medium. Background Technology

[0002] As a common type of geological hazard, landslides pose a significant challenge in geotechnical engineering, particularly in accurately predicting landslide instability. The core of the instability process lies in the gradual evolution of the sliding surface from local to overall penetration.

[0003] Existing landslide early warning technologies are mostly based on single displacement or acceleration indicators to build early warning models. For example, early warning is triggered by monitoring displacement rate thresholds or acceleration abrupt changes. A single parameter cannot fully reflect the development state of the slip surface and it is difficult to distinguish between deformation signals of local slip surface penetration and overall slip surface penetration. Local accelerated deformation is often misjudged as a precursor to overall instability, or the evolutionary trend from local penetration to overall penetration is ignored. Existing single-indicator early warnings are difficult to distinguish between local and overall penetration signals, and are prone to false alarms or missed alarms. Summary of the Invention

[0004] In view of the above problems, embodiments of the present invention are proposed to provide a landslide surface penetration early warning method, a landslide surface penetration early warning device, an electronic device, and a computer-readable storage medium to overcome or at least partially solve the above problems.

[0005] To address the aforementioned problems, a first aspect of the present invention provides a method for early warning of landslide surface penetration, the method comprising: The landslide is divided into grids to obtain multiple monitoring areas; the multiple monitoring areas include multiple first monitoring areas and multiple second monitoring areas; the first monitoring areas are the key evolution zones of the landslide; the second monitoring areas are the potential sliding zones located within the landslide. The basic parameters of the landslide, the spatiotemporal coupling degree, the velocity and acceleration of each monitoring area, and the corresponding block mass of each first monitoring area are obtained; the spatiotemporal coupling degree characterizes the correlation strength between the first and second monitoring areas of the landslide. Based on the block mass corresponding to each first monitoring area, the velocity and acceleration of each monitoring area, the basic parameters of the landslide, and the spatiotemporal coupling degree, it is determined whether the landslide is a local sliding surface connection or an overall sliding surface connection. The warning level is determined based on the landslide assessment results, and the corresponding warning response measures are triggered.

[0006] According to a second aspect of the present invention, a landslide slip surface penetration early warning device is provided, the device comprising: The landslide delineation module is used to divide the landslide into grids to obtain multiple monitoring areas; the multiple monitoring areas include multiple first monitoring areas and multiple second monitoring areas; the first monitoring areas are the key evolution zones of the landslide; the second monitoring areas are the potential sliding zones located within the landslide. The parameter acquisition module is used to acquire the basic parameters of the landslide, the spatiotemporal coupling degree, the velocity and acceleration of each monitoring area, and the mass of each block corresponding to the first monitoring area; the spatiotemporal coupling degree represents the correlation strength between the first monitoring area and the second monitoring area of ​​the landslide. The sliding surface connection determination module is used to determine whether the landslide is a local sliding surface connection or an overall sliding surface connection based on the block mass corresponding to each first monitoring area, the velocity and acceleration of each monitoring area, the basic parameters of the landslide, and the spatiotemporal coupling degree. The early warning measure triggering module is used to determine the early warning level based on the landslide judgment result and trigger the early warning response measures corresponding to the early warning level.

[0007] According to a third aspect of the present invention, an electronic device is provided, comprising: a processor, a memory, and a computer program stored in the memory and executable on the processor, wherein the computer program, when executed by the processor, implements the steps of the landslide surface penetration early warning method as described in any of the preceding claims.

[0008] According to a fourth aspect of the present invention, a computer-readable storage medium is provided, on which a program is stored, wherein when executed by a processor, the computer program implements the steps of the landslide surface penetration early warning method as described in any of the preceding claims.

[0009] The technical solutions provided by the embodiments of the present invention may include the following beneficial effects: This invention discloses a method, device, electronic device, and storage medium for early warning of landslide surface penetration. The method includes: dividing the landslide into a grid to obtain multiple monitoring areas; the multiple monitoring areas include multiple first monitoring areas and multiple second monitoring areas; the first monitoring areas are the key evolution zones of the landslide; the second monitoring areas are potential sliding zones located within the landslide; acquiring the basic parameters of the landslide, spatiotemporal coupling degree, velocity and acceleration of each monitoring area, and the corresponding block mass of each first monitoring area; the spatiotemporal coupling degree characterizes the correlation strength between the first and second monitoring areas of the landslide; based on the corresponding block mass of each first monitoring area, the velocity and acceleration of each monitoring area, the basic parameters of the landslide, and the spatiotemporal coupling degree, determining whether the landslide is a local or overall surface penetration; determining the early warning level based on the landslide determination result, and triggering the early warning response measures corresponding to the early warning level. By setting up a first and second monitoring area and introducing a spatiotemporal coupling degree to characterize the strength of their correlation, and combining parameters such as velocity, acceleration, and segment mass of each area for comprehensive judgment, it is possible to accurately identify whether the deformation is limited to a local area or has spread to the whole, effectively avoiding misjudgments caused by a single indicator and achieving accurate differentiation of the sliding surface penetration stage. A criterion system based on "displacement-velocity-acceleration" coordination is adopted, combining the segment mass, velocity, and acceleration of the first monitoring area with the basic parameters of the landslide, and integrating the spatiotemporal coupling degree as a multi-dimensional correlation indicator. This multi-parameter coordination mechanism overcomes the shortcomings of one-sided information from a single parameter.

[0010] The above description is merely an overview of the technical solution of the present invention. In order to better understand the technical means of the present invention and to implement it in accordance with the contents of the specification, and to make the above and other objects, features and advantages of the present invention more apparent and understandable, specific embodiments of the present invention are described below. Attached Figure Description

[0011] The above and / or additional aspects and advantages of the present invention will become apparent and readily understood from the description of the embodiments taken in conjunction with the following drawings, in which: Figure 1 This is a flowchart of the steps of a landslide surface penetration early warning method provided by the present invention; Figure 2 This is a flowchart of another landslide surface penetration early warning method provided by the present invention; Figure 3 This is a logic block diagram of a landslide surface penetration early warning method provided by the present invention; Figure 4 This is a structural block diagram of a landslide surface penetration early warning device provided by the present invention. Detailed Implementation

[0012] The following will clearly and completely describe the technical solutions in the embodiments of the present invention in conjunction with the accompanying drawings in the embodiments of the present invention. Obviously, the described embodiments are some, but not all, of the embodiments of the present invention. All other embodiments obtained by those of ordinary skill in the art based on the embodiments of the present invention without creative efforts shall fall within the protection scope of the present invention.

[0013] Figure 1 is a flowchart of the steps of a landslide slip surface penetration warning method provided by an embodiment of the present invention. Refer to Figure 1 , and the method specifically includes the following steps: Step 101, divide the landslide into grids to obtain multiple monitoring areas; the multiple monitoring areas include multiple first monitoring areas and multiple second monitoring areas; the first monitoring area is the key evolution area of the landslide; the second monitoring area is the potential sliding area of the landslide; Based on three core quantitative indicators of the landslide volume V, the depth h of the slip surface, and the uniformity coefficient μ of the rock and soil mass (μ = σ / μ0, where σ is the density standard deviation and μ0 is the average density), the minimum division scale of the monitoring unit is determined in the embodiments of the present invention; among them, the uniformity coefficient μ of the rock and soil mass is calculated by sampling (not less than 5 samples per unit) and then measuring the density. For example: when V ≤ 1×10 4 m³, h ≤ 5m, μ ≤ 0.1, the side length of the unit is taken as 10 - 15m; when 1×10 4 m³ < V ≤ 1×10 5 m³, 5m < h ≤ 10m, 0.1 < μ ≤ 0.2, the side length of the unit is taken as 15 - 25m; when V > 1×10 5 m³, h > 10m, μ > 0.2, the side length of the unit is taken as 25 - 35m; the larger the volume of the landslide, the larger the side length of the unit. At the same time, for landslides with the same order of magnitude of volume, the larger the μ value, the smaller the side length of the unit. The value of the uniformity coefficient μ of the rock and soil mass is for the entire landslide body. 30 samples are evenly distributed on the landslide body to measure data, and then the uniformity coefficient is calculated. Then, the entire landslide body is divided into regions according to the side length. Sampling is for the entire landslide body, not for each unit. Then, rectangular unit division is carried out with the optional side length. Among the three constraint conditions (V, h, μ) of the minimum division scale of the monitoring area, there is a correlation between the v and h of the landslide. First, V and h are used as the first priority, and then μ is used as the basis for further division. For landslides with the same order of magnitude of volume, the larger the μ value, the smaller the side length of the unit.

[0014] The first monitoring area is the core monitoring area of ​​the landslide. First, the location of the slip surface is obtained. Then, the slip surface integrity coefficient K (K = wave velocity in the fractured area of ​​the slip zone / wave velocity in the intact area of ​​the slip bed) is obtained through seismic CT detection. The value of K determines the key evolution zones of the slip surface. These key evolution zones specifically include the rear tension zone, the central compression-shear zone, and the leading bulging zone. The key evolution zones are identified as the core monitoring area; the smaller the K value, the more fractured the slip surface. Alternatively, drilling, ground reconnaissance, and other methods can be used to qualitatively determine the distribution of the slip surface. In the slip surface integrity coefficient K (K = wave velocity in the fractured area / wave velocity in the intact area) obtained from seismic CT detection, the intact area refers to the non-slip area below the slip surface, i.e., the slip bed area. The fractured area refers to the slip zone, which is the fractured zone distributed near the slip surface, and is highly fractured due to the sliding shear of the landslide. The K value is a dimensionless value and can be disregarded based on the type of rock and soil. However, differences may exist between hard rock and soil.

[0015] The second monitoring area is the overall control area of ​​the landslide, a relatively stable area that falls under the category of potential sliding zones. Potential sliding zones refer to localized areas on the landslide body that have not yet experienced significant sliding failure but possess the conditions and tendency for sliding, and may become the breakthrough point for future sliding surface penetration. Based on the stability coefficient F... s (F) s =F Total / F s (Total) Determine, when F s A value ≥1.5 indicates a stable baseline region, where the overall control unit is deployed. The landslide is further divided into a third monitoring area, which serves as an auxiliary verification area for the landslide. This area is located between the core monitoring area and the overall control area, and meets the requirements of being a transitional zone with a distance of 1-2 times the edge of the core unit and a soil and rock integrity coefficient of 1.5 ≤ K ≤ 2.0. This ensures that deformation diffusion signals can be accurately captured.

[0016] In this embodiment of the invention, firstly, based on the landslide volume, the burial depth of the sliding surface, and the uniformity coefficient of the soil and rock mass μ=σ / μ0 (σ is the standard deviation of density, μ0 is the average density) obtained by uniformly sampling the entire landslide body (no less than 30 points), the unit side length of the grid division is determined according to predetermined rules: when the landslide volume is small (≤1×10 4 When the landslide is relatively shallow (≤5m) and the soil and rock mass is relatively homogeneous (μ≤0.1), the unit side length is 10-15m; when the volume, burial depth, and homogeneity coefficient are all within the medium range, the unit side length is 15-25m; when the landslide scale is large (greater than 1×10⁻⁶ m³), ​​the unit side length is 10-15m. 5When the landslide depth is greater than 10m and the soil and rock mass is non-uniform (μ>0.2), the unit side length is taken as 25-35m. To obtain the density standard deviation and average density, at least 30 sampling points are evenly distributed across the entire landslide body. The natural density of the soil and rock mass at each point is measured using a ring sampler. Then, the arithmetic mean of the density values ​​at all sampling points is calculated to obtain μ0. The average of the sum of squares of the differences between the density values ​​at each sampling point and μ0 is then taken to obtain σ.

[0017] After completing the grid division, the monitoring areas were divided into two categories based on functional differences: the first monitoring area (core monitoring area) was deployed in the key evolution zone (including the rear tension zone, the middle compression-shear zone, and the leading bulge zone) with low slip surface integrity coefficient K values ​​determined by seismic CT detection, to capture deformation signals of local slip surface penetration; the second monitoring area (overall control area) was deployed on the stable rock and soil mass outside the landslide body, requiring its stability coefficient Fs=F The ratio of total to total (Fs) ≥ 1.5 is used as a benchmark for judging whether the landslide as a whole is in a stable state. Stability coefficient Fs = F The ratio of total / Fstotal ≥ 1.5 is a quantitative benchmark for judging the overall stability of a landslide, where F... The total anti-skid force is calculated using the formula F. The total value is calculated as c·A_total + (m·g·cosθ - u_total·A_total)·tanφ, where F is the total value. s The total downward force is calculated using the formula F. s The total is calculated as m·g·sinθ - utotal·Atotal; when F Total and F s When the overall ratio reaches 1.5 or higher, it indicates that the overall resistance to sliding exceeds the sliding force by more than 50%, and the landslide body is in a state of sufficient stability reserve, making it unlikely to slide as a whole. Based on this, areas with a stability coefficient ≥1.5 are used as the site selection criteria for setting up the second monitoring area (overall control area). That is, the second monitoring area is set up at the location of the rock and soil mass outside the landslide body that meets the stability requirements, serving as a stability benchmark reference point for judging whether the overall landslide has deformed. If the overall landslide slides, the second monitoring area should remain stable, and the relative movement of the first monitoring area with respect to the second monitoring area can reflect the overall deformation state of the landslide.

[0018] Step 102: Obtain the basic parameters of the landslide, the spatiotemporal coupling degree, the velocity and acceleration of each monitoring area, and the corresponding block mass of each first monitoring area; the spatiotemporal coupling degree characterizes the correlation strength between the first monitoring area and the second monitoring area of ​​the landslide. Core basic parameters of the landslide were obtained through on-site investigation, geophysical exploration, and laboratory testing. Landslide boundaries and geometric parameters were determined using UAV aerial surveying, InSAR surface deformation monitoring combined with ground-penetrating radar (GPR) to clarify the planar boundaries of the landslide, the extent of tension cracks at the rear edge, and the boundary of the bulging zone at the front edge. The depth, morphology, and burial depth of the sliding surface were determined through borehole surveying and seismic CT detection. The landslide volume V was calculated using the triangular prism method or the polyhedral volume formula: V = Σ(V0 / V1) i ), where V i For the volume of each monitoring unit, an empirical estimation formula can be used to estimate the landslide volume based on the landslide area and soil parameters. The physical and mechanical parameters of the soil and rock mass are determined by collecting landslide body and slip zone soil samples in the core monitoring unit. The natural density ρ, dry density ρ_d, cohesion c, and internal friction angle φ of the soil and rock mass are measured through laboratory tests. The shear strength parameters of the slip zone soil are calibrated through in-situ shear tests to ensure accuracy. Groundwater condition parameters are monitored using pore water pressure gauges to measure pore water pressure u at the slip zone. Combined with data from moisture content sensors, the groundwater level depth, groundwater permeability coefficient k, and the influence of rainfall infiltration on the groundwater level are determined. The contact area A of the slip surface is measured or calculated using specialized software or spatial integration based on the spatial distribution of the slip surface in the landslide engineering geological map or model obtained from on-site investigation. The average slope θ of the landslide body is calculated similarly.

[0019] Based on the acquired geometric and physical parameters, the total mass of the landslide and the corresponding block mass of each core monitoring unit are calculated: Block mass calculation: m i =V i ×ρ×(1+w), where m i V represents the block quality corresponding to the i-th core monitoring unit. i Let ρ be the volume of each block, ρ be the dry density of the soil / rock mass, and w be the natural water content of the soil / rock mass. Total mass calculation: m = Σ(m i ), where m is the total mass of the landslide body. The influence of the heterogeneity of the landslide body on the mass calculation is eliminated by summing the data in blocks. Based on the acquired displacement data s(t), the velocity v(t) and acceleration a(t) of each monitoring unit are obtained by differential calculation: v(t)=[s(t)-s(t-Δt)] / Δt; a(t)=[v(t)-v(t-Δt)] / Δt, where v(t) is the instantaneous velocity at time t, a(t) is the instantaneous acceleration at time t, s(t-Δt) is the displacement at time t-Δt, and v(t-Δt) is the velocity at time t-Δt.

[0020] In this embodiment of the invention, basic parameters of the landslide are obtained through on-site investigation, geophysical exploration, and laboratory tests, including: obtaining landslide boundary and geometric parameters using UAV aerial surveying and InSAR combined with ground-penetrating radar detection; determining the sliding surface depth, morphology, and burial depth through borehole inclinometers and seismic CT detection, and calculating the sliding surface contact area A, the total sliding surface area Atotal, and the average slope θ of the landslide body based on the spatial integration of the engineering geological model; determining the soil cohesion c and internal friction angle φ of the sliding zone through laboratory shear tests; and monitoring and obtaining the pore water pressure u of the sliding zone and the overall average pore water pressure utotal through pore water pressure gauges. The volume V of each first monitoring area is then used as a basis for further analysis. i The dry density ρ and natural water content w of the soil and rock mass, in m i =V i The mass of each segment corresponding to the first monitoring area is calculated using the formula ×ρ×(1+w). Real-time displacement data s(t) is obtained by using GNSS monitoring stations, deep displacement inclinometers, and crack gauges deployed in each monitoring area. The velocity v(t) and acceleration a(t) of each monitoring area are obtained by differential calculation.

[0021] Spatiotemporal coupling degree C st This is another core parameter obtained in this step. It characterizes the correlation strength between the first and second monitoring areas of the landslide, and its value ranges from [0,1]. Its calculation is based on the time synchronicity coefficient Ts and the spatial correlation coefficient S. o The weighted geometric mean: Ts is obtained by calculating the similarity of the displacement, velocity, and acceleration time series of the first and second monitoring areas using a dynamic time warping algorithm, reflecting the degree of synchronization between the two in terms of temporal evolution; S o Through formula S o =exp(-d / L)×[1-exp(-k·Δs aux ]Calculation, where d is the spatial distance between the first monitoring area and the second monitoring area, L is the characteristic length of the landslide body (length of the longest axis), Δs aux To assist in verifying the cumulative deformation of the unit, k is the spatial diffusion coefficient, reflecting the spatial correlation strength of the diffusion of local deformation to the whole. C st ∈[0,0.3) indicates weak coupling (local deformation has no significant correlation with the whole), C st ∈[0.3,0.7) indicates coupling in the middle (local deformation begins to spread to the whole), C st ∈[0.7,1] indicates strong coupling (local and global depth are related, and the sliding surface is close to or reaches the global connection).

[0022] Step 103: Based on the block mass corresponding to each first monitoring area, the velocity and acceleration of each monitoring area, the basic parameters of the landslide, and the spatiotemporal coupling degree, determine whether the landslide is a local sliding surface connection or an overall sliding surface connection. In this embodiment of the invention, based on the acquired parameters, the sliding surface penetration stage of the landslide is accurately determined through a mechanical mechanism-driven approach rather than an empirical threshold. First, parameter inversion-forward iterative verification is performed: based on the block mass m corresponding to each first monitoring area... i The contact area of ​​the sliding surface A, the pore water pressure u, the average slope θ of the landslide, and Newton's second law Fs-F =m·a, combined with the anti-slip force formula F =c·A+(m i ·g·cosθ-u·A)·tanφ and the formula for sliding force F s =m i The inversion parameters *g*sinθ-u*A* are used to retrieve the real-time mechanical parameters *c* and *φ* of the slip zone soil. These inversion parameters are then input into numerical simulation software to perform forward modeling of displacement, velocity, and acceleration, verifying the agreement between the forward modeling results and the measured data (correlation coefficient R² ≥ 0.85). Finally, the *sva* threshold corresponding to the inversion parameters is compared with the threshold calculated by the parameterized formula. Iterative convergence is completed when the deviation is ≤ 5%, ensuring the mechanical correlation and quantitative accuracy of subsequent criteria. After parameter calibration, the velocity change Δv, acceleration change Δa, and displacement rate change Δv* in each monitoring area are calculated. s The acceleration threshold Δa calculated using the parameterized formula th Velocity threshold Δv th Displacement growth rate threshold Δv sth Compare the results and combine them with the spatiotemporal coupling degree C. st and the cumulative deformation Δs of the auxiliary verification unit aux A comprehensive judgment will be made.

[0023] The logic for determining local slip surface connectivity is as follows: when the overall control area is in a stable state (absolute value of acceleration change ≤ 0.02 mm / h²), and the spatiotemporal coupling degree belongs to the weak coupling range (C... st ∈[0,0.3)), the cumulative deformation of the auxiliary verification unit is less than or equal to the deformation threshold (Δs). aux ≤Δs th When the parameter comparison results between the core monitoring area and the overall control area satisfy any one of the five sets of local parameter combination characteristics, and the duration of the comparison results of each monitoring area is not less than two consecutive monitoring cycles, it is determined that the sliding surface is partially connected. The judgment logic for the overall sliding surface connection is as follows: when the overall control area is in an acceleration state (the change in acceleration is greater than the acceleration threshold Δa) th The spatiotemporal coupling degree belongs to the strongly coupled region (C). st ∈[0.7,1]), the cumulative deformation of the auxiliary verification unit is greater than the deformation threshold (Δs). aux >Δs thWhen the parameter comparison results between the core monitoring area and the overall control area satisfy any one of the three sets of overall parameter combination characteristics, the landslide is judged to be in a critical state of overall breakthrough. For the two concealed critical states of "local stability, overall acceleration" (second group) and "local deceleration, overall acceleration" (third group), four conditions must be met for collaborative verification: the fluctuation amplitude of local parameters does not exceed the corresponding threshold limit, the overall parameters exceed the corresponding threshold, strong spatiotemporal coupling, and the cumulative deformation of auxiliary units exceeds the deformation threshold. None of these conditions can be omitted. The mechanical essence of this judgment logic is that when a local sliding surface is breakthrough, only the local anti-sliding force is less than the sliding force, while the overall anti-sliding force is still greater than the overall sliding force; when the entire sliding surface is breakthrough, the overall anti-sliding force is less than the overall sliding force, and the landslide body enters an irreversible accelerated instability stage.

[0024] Step 104: Determine the warning level based on the landslide assessment result, and trigger the warning response measures corresponding to the warning level.

[0025] In this embodiment of the invention, based on the results of the landslide surface connection determination, differentiated early warning levels are defined and corresponding emergency response measures are triggered, forming a complete technical closed loop from "monitoring and determination" to "early warning response". Four early warning levels are set according to the different mechanical stages of the landslide: Blue warning (attention level) corresponds to the fourth or fifth group of characteristics in local landslide surface connection (local stability with increasing velocity or local stability with deceleration, deformation tending to converge), and the response measures are monitoring once or twice a week and recording environmental data such as rainfall and groundwater; Yellow warning (attention level) corresponds to the first, second, or third group of characteristics in local landslide surface connection (local acceleration, local acceleration with stable velocity, local acceleration with deceleration), and the response measures are to increase monitoring frequency to once a day, issue early warning notices, and organize personnel to investigate potential hazards such as crack development at the landslide leading edge. Orange alert (alert level) corresponds to the second group of characteristics in the overall landslide breakthrough, namely the concealed critical state of "local stability and overall acceleration". At this time, local deformation signals present a false sense of safety, but the overall acceleration has begun. The response measures are 24-hour real-time monitoring, closing roads and facilities in the landslide-affected area, and organizing threatened personnel to prepare for evacuation. Red alert (danger level) corresponds to the first group (local and overall synchronous acceleration) or the third group (local deceleration and overall acceleration) characteristics in the overall landslide breakthrough. The response measures are to immediately activate the emergency response, organize the emergency evacuation of threatened personnel, seal off the danger zone, and prohibit all unauthorized personnel from entering.

[0026] The differentiated response measures of this four-level early warning system fully consider the risk urgency at different stages of the gradual landslide failure process: during the blue and yellow warning stages, the landslide is still in a stable state overall (F... The overall landslide resistance is less than the sliding force (Fs total), with the focus on intensive monitoring and hazard investigation; during the orange and red alert stages, the overall landslide resistance is less than the sliding force (Fs total). Total <Fs total), the overall instability is irreversible, and mandatory risk avoidance measures such as personnel transfer and area closure must be taken. In particular, for the hidden critical states of Group 2 and Group 3, through the setting of orange and red warnings, the risk of relaxing vigilance due to misleading local steady or deceleration signals is effectively avoided, and a crucial time window for emergency response is gained. The response measures for each warning level can be dynamically adjusted according to the landslide type, deformation rate, and actual on-site conditions. For example, for landslides with extremely fast deformation rates, the orange warning can be upgraded to a combination of real-time high-frequency acquisition and manual inspection; for landslides with slow deformation, the monitoring frequency of the yellow warning can be gradually changed from once a day to once every other day or once a week, achieving a reasonable match between monitoring resources and risk levels.

[0027] Figure 2 It is a step flowchart of another method for warning the penetration of the landslide sliding surface provided by the embodiment of the present invention. Refer to Figure 2 , and the method specifically includes the following steps: Step 201, divide the landslide into grids to obtain multiple monitoring areas; the multiple monitoring areas include multiple first monitoring areas and multiple second monitoring areas; the first monitoring area is the key evolution area of the landslide; the second monitoring area is located in the potential sliding area of the landslide; the multiple monitoring areas also include multiple third monitoring areas; In the embodiment of the present invention, first, according to the landslide volume, the depth of the sliding surface, and the coefficient of uniformity of the rock and soil mass μ = σ / μ0 (σ is the standard deviation of density, μ0 is the average density) calculated by uniformly sampling the entire landslide body (not less than 30 points), the unit side length of the grid division is determined according to the established rules: when the landslide volume is small (≤1×10 4 m³), the sliding surface is shallow (≤5m), and the rock and soil mass is relatively uniform (μ≤0.1), the unit side length is taken as 10 - 15m; when the volume, depth, and uniformity coefficient are all in the medium range, the unit side length is taken as 15 - 25m; when the landslide scale is large (greater than 1×10 5 m³), the sliding surface is deep (greater than 10m), and the rock and soil mass is non-uniform (μ>0.2), the unit side length is taken as 25 - 35m. To obtain the standard deviation of density and the average density, not less than 30 sampling points are evenly distributed on the entire landslide body, the natural density of the rock and soil mass at each point is measured by ring knife sampling, and then the arithmetic mean of the density values of all sampling points is calculated to obtain μ0, and the square root of the average value of the sum of the squares of the differences between the density values of each sampling point and μ0 is calculated to obtain σ.

[0028] After completing the grid division, the monitoring areas were divided into two categories based on functional differences: the first monitoring area (core monitoring area) was deployed in the key evolution zone (including the rear tension zone, the middle compression-shear zone, and the leading bulge zone) with low slip surface integrity coefficient K values ​​determined by seismic CT detection, to capture deformation signals of local slip surface penetration; the second monitoring area (overall control area) was deployed on the stable rock and soil mass outside the landslide body, requiring its stability coefficient Fs=F The ratio of total to total (Fs) ≥ 1.5 is used as a benchmark for judging whether the landslide as a whole is in a stable state. Stability coefficient Fs = F The ratio of total / Fstotal ≥ 1.5 is a quantitative benchmark for judging the overall stability of a landslide, where F... The total anti-skid force is calculated using the formula F. The total value is calculated as c·A_total + (m·g·cosθ - u_total·A_total)·tanφ, where F is the total value. s The total downward force is calculated using the formula F. s The total is calculated as m·g·sinθ - utotal·Atotal; when F Total and F s When the overall ratio reaches 1.5 or higher, it indicates that the overall resistance to sliding exceeds the sliding force by more than 50%, and the landslide body is in a state of sufficient stability reserve, making it unlikely to slide as a whole. Based on this, areas with a stability coefficient ≥1.5 are used as the site selection criteria for setting up the second monitoring area (overall control area). That is, the second monitoring area is set up at the location of the rock and soil mass outside the landslide body that meets the stability requirements, serving as a stability benchmark reference point for judging whether the overall landslide has deformed. If the overall landslide slides, the second monitoring area should remain stable, and the relative movement of the first monitoring area with respect to the second monitoring area can reflect the overall deformation state of the landslide.

[0029] Step 202: Determine the division scale for each monitoring area; In this embodiment of the invention, based on three core quantitative indicators—landslide volume V, sliding surface depth h, and soil-rock homogeneity coefficient μ—the grid division side length of each monitoring area is determined according to standardized rules, abandoning the traditional practice of relying on subjective experience to determine the spacing of monitoring points. The soil-rock homogeneity coefficient μ = σ / μ0 (σ is the density standard deviation, μ0 is the average density), is calculated by uniformly distributing samples at no less than 30 points across the entire landslide and measuring their density; it reflects the degree of heterogeneity of the landslide's soil and rock mass. The specific division rules are as follows: when the landslide volume V ≤ 1 × 10⁻⁶... 4 When the landslide volume is m³, the sliding surface depth h ≤ 5m, and the soil-rock homogeneity coefficient μ ≤ 0.1, the landslide is small in scale, shallow in surface, and homogeneous in soil-rock mass. The unit side length of each monitoring area is taken as 10-15m. When 1×10 4 m³ <V≤1×10 5When m³, 5m < h ≤ 10m and 0.1 < μ ≤ 0.2, the landslide scale is medium, the sliding surface depth is medium, and the homogeneity of the rock and soil mass is medium. The side length of the unit in each monitoring area is taken as 15 - 25m; when V > 1×10 5 m³, h > 10m and μ > 0.2, the landslide scale is large, the sliding surface is deep, and the rock and soil mass is uneven. The side length of the unit in each monitoring area is taken as 25 - 35m. In the above rules, the landslide volume V and the buried depth h of the sliding surface are used as the first - priority judgment indexes. First, the approximate range of the side length of the unit is determined according to the order of magnitude of the two. Among the landslides with the same volume order, the homogeneity coefficient μ of the rock and soil mass is used as the basis for further adjustment. The larger the μ value, the more uneven the rock and soil mass, and the greater the local deformation difference. A denser monitoring grid is required to capture the local deformation characteristics, so the value of the side length of the unit is smaller.

[0030] In some embodiments, step 202 may include the following sub - steps: Sub - step S11, obtaining the volume of the landslide, the buried depth of the sliding surface, and the homogeneity coefficient of the rock and soil mass; the homogeneity coefficient of the rock and soil mass is obtained by uniformly distributing sampling on the landslide body to measure the density and then based on the standard deviation and the average value of the density of the rock and soil mass of the landslide body. Sub - step S12, determining the division scale of each monitoring area based on the volume of the landslide body, the buried depth of the sliding surface, and the homogeneity coefficient of the rock and soil mass of the landslide.

[0031] In the embodiments of the present invention, three core quantitative indexes required for obtaining and determining the division scale of the monitoring area are obtained: the landslide volume V, the buried depth h of the sliding surface, and the homogeneity coefficient μ of the rock and soil mass. Among them, the landslide volume V is determined by combining UAV aerial survey, InSAR surface deformation monitoring and geological radar detection to determine the plane boundary of the landslide, and then determining the depth and shape of the sliding surface through borehole inclinometer and seismic wave CT detection. The prism method or the polyhedron volume formula V = ΣV i is calculated. Optionally, it can also be estimated by an empirical formula through the landslide area and rock and soil parameters. The buried depth h of the sliding surface is obtained by borehole inclinometer and seismic wave CT detection, specifically the vertical distance from the ground surface to the sliding surface. For a sliding surface with large undulations, the average buried depth is taken. The homogeneity coefficient μ of the rock and soil mass = σ / μ0, where σ is the standard deviation of density and μ0 is the average density. The acquisition method is as follows: uniformly distribute and select no less than 30 sampling points on the entire landslide body, measure the natural density of the rock and soil mass at each point by ring - knife sampling, calculate the arithmetic mean of the densities of all sampling points to obtain μ0, and then calculate the square root of the average value of the sum of the squares of the differences between the density values of each sampling point and μ0 to obtain σ.

[0032] Based on the obtained landslide volume V, buried depth h of the sliding surface, and homogeneity coefficient μ of the rock and soil mass, the side length of the grid division of each monitoring area is determined according to the standardized quantitative rules. The specific rules are as follows: When the landslide body volume V ≤ 1×10 4When the landslide volume \(V\leqslant1\times10^{6}\space m^{3}\), the buried depth \(h\) of the sliding surface is \(h\leqslant5m\) and the coefficient of uniformity \(\mu\) of the rock and soil mass is \(\mu\leqslant0.1\), the landslide scale is small, the sliding surface is shallow, the rock and soil mass is uniform, and the side length of the unit in each monitoring area is within the first side length threshold range, preferably \(10 - 15m\); when \(1\times10^{6}\space m^{3}<V\leqslant1\times10^{7}\space m^{3}\), \(5m < h\leqslant10m\) and \(0.1<\mu\leqslant0.2\), the landslide scale is medium, the sliding surface is of medium depth, the rock and soil mass has medium uniformity, and the side length of the unit in each monitoring area is within the second side length threshold range, preferably \(15 - 25m\); when \(V>1\times10^{7}\space m^{3}\), \(h>10m\) and \(\mu>0.2\), the landslide scale is large, the sliding surface is deep, the rock and soil mass is non-uniform, and the side length of the unit in each monitoring area is within the third side length threshold range, preferably \(25 - 35m\). In the above rules, the landslide volume \(V\) and the buried depth \(h\) of the sliding surface are used as the first-priority determination indicators. First, the general range of the side length of the unit is determined according to the order of magnitude of the two. Among landslides with the same volume order, the coefficient of uniformity \(\mu\) of the rock and soil mass is used as the basis for further classification. The larger the \(\mu\) value, the more non-uniform the rock and soil mass, and the greater the local deformation difference. A denser monitoring grid is required to capture the local deformation characteristics. Therefore, the smaller the value of the side length of the unit. 4 When \(1\times10^{6}\space m^{3}<V\leqslant1\times10^{7}\space m^{3}\), 5 When \(1\times10^{6}\space m^{3}<V\leqslant1\times10^{7}\space m^{3}\), \(5m < h\leqslant10m\) and \(0.1<\mu\leqslant0.2\), the landslide scale is medium, the sliding surface is of medium depth, the rock and soil mass has medium uniformity, and the side length of the unit in each monitoring area is within the second side length threshold range, preferably \(15 - 25m\); when \(V>1\times10^{7}\space m^{3}\), 5 When \(V>1\times10^{7}\space m^{3}\), \(h>10m\) and \(\mu>0.2\), the landslide scale is large, the sliding surface is deep, the rock and soil mass is non-uniform, and the side length of the unit in each monitoring area is within the third side length threshold range, preferably \(25 - 35m\). In the above rules, the landslide volume \(V\) and the buried depth \(h\) of the sliding surface are used as the first-priority determination indicators. First, the general range of the side length of the unit is determined according to the order of magnitude of the two. Among landslides with the same volume order, the coefficient of uniformity \(\mu\) of the rock and soil mass is used as the basis for further classification. The larger the \(\mu\) value, the more non-uniform the rock and soil mass, and the greater the local deformation difference. A denser monitoring grid is required to capture the local deformation characteristics. Therefore, the smaller the value of the side length of the unit.

[0033] In some embodiments, the step S12 may include the following sub-steps: Sub-step S121, when the volume of the landslide body of the landslide is less than or equal to the first volume threshold, the buried depth of the sliding surface is less than or equal to the first buried depth threshold, and the coefficient of uniformity of the rock and soil mass is less than or equal to the first coefficient of uniformity threshold, it is determined that the side length of each monitoring area is within the first side length threshold range; when the volume of the landslide body of the landslide is greater than the first volume threshold and less than or equal to the second volume threshold, the buried depth of the sliding surface is greater than the first buried depth threshold and less than or equal to the second buried depth threshold, and the coefficient of uniformity of the rock and soil mass is greater than the first coefficient of uniformity threshold and less than or equal to the second coefficient of uniformity threshold, it is determined that the side length of each monitoring area is within the second side length threshold range; when the volume of the landslide body of the landslide is greater than the second volume threshold, the buried depth of the sliding surface is greater than the second buried depth threshold, and the coefficient of uniformity of the rock and soil mass is greater than the second coefficient of uniformity threshold, it is determined that the side length of each monitoring area is within the third side length threshold range.

[0034] In the embodiments of the present invention, when the volume \(V\) of the landslide body of the landslide is less than or equal to the first volume threshold (preferably \(1\times10^{6}\space m^{3}\)), 4When the landslide volume V is greater than or equal to the first burial depth threshold (preferably 5m) and the soil-rock homogeneity coefficient μ is less than or equal to the first homogeneity coefficient threshold (preferably 0.1), it indicates that the landslide is small in scale, shallow in surface, homogeneous in soil-rock mass, and has small local deformation differences. Therefore, the side length of each monitoring area is determined to be within the first side length threshold range, preferably 10-15m, and a relatively sparse monitoring grid can be used. When the landslide volume V is greater than the first volume threshold and less than or equal to the second volume threshold (preferably 1×10⁻⁶ m³), ​​the landslide is considered to have a small scale, shallow surface, homogeneous soil-rock mass, and small local deformation differences. 5 When the landslide volume V is greater than the first burial depth threshold and less than or equal to the second burial depth threshold (preferably 10m), and the soil-rock homogeneity coefficient μ is greater than the first homogeneity coefficient threshold and less than or equal to the second homogeneity coefficient threshold (preferably 0.2), it indicates that the landslide is of medium scale, the landslide surface is of medium depth, the soil-rock homogeneity is medium, and the local deformation difference is moderate. Therefore, the side length of each monitoring area is determined to be within the second side length threshold range, preferably 15-25m, and a medium-density monitoring grid is used. When the landslide volume V is greater than the second volume threshold (preferably 1×10m), the landslide is considered to have a medium-scale landslide, a medium-depth landslide surface, and a medium-density soil-rock homogeneity. 5 When the sliding surface depth h is greater than the second burial depth threshold (preferably 10m) and the soil-rock homogeneity coefficient μ is greater than the second homogeneity coefficient threshold (preferably 0.2), it indicates that the landslide is large in scale, the sliding surface is deep, the soil-rock homogeneity is uneven, and the local deformation differences are significant. A denser monitoring grid is needed to capture the local deformation characteristics. Therefore, the side length of each monitoring area is determined to be within the range of the third side length threshold, preferably 25-35m, and a relatively dense monitoring grid is adopted.

[0035] In the above judgment rules, the landslide volume V and the burial depth h of the sliding surface are used as the first priority judgment indicators. First, the approximate level of the unit side length is determined based on the order of magnitude of the two. In landslides of the same volume (i.e., within the same level), the uniformity coefficient μ of the soil and rock mass is used as the basis for further adjustment. The larger the value of μ, the more non-uniform the soil and rock mass is. The value of the unit side length should be biased towards the lower limit of the threshold range of the level (i.e., a smaller side length) in order to densify the monitoring grid.

[0036] Step 203: Obtain the slip surface integrity coefficient of the landslide, and determine the first monitoring area based on the slip surface integrity coefficient and the division scale; the first monitoring area is the area where the slip surface integrity coefficient is lower than the integrity coefficient threshold. In this embodiment of the invention, the slip surface integrity coefficient K is obtained through seismic wave CT detection, and the layout location of the first monitoring area (core monitoring area) is accurately located based on this coefficient and a determined division scale. The slip surface integrity coefficient K is calculated as follows: K = wave velocity of the broken slip zone / wave velocity of the intact slip bed zone, where the intact slip bed zone refers to the stable rock and soil mass below the slip surface that does not slide, and the broken slip zone zone refers to the slip zone zone distributed near the slip surface that is highly broken due to the shearing action of the landslide. The K value is a dimensionless parameter; the smaller the value, the more broken the slip zone, the worse the slip surface integrity, and the higher the probability of local slip surface connection. Specifically, the wave velocity distribution of different regions inside the landslide body is obtained through seismic wave CT detection, and abnormal zones with significantly reduced wave velocity (i.e., broken slip zone zones) are identified. The wave velocity values ​​of these zones are compared with the wave velocity values ​​of the underlying stable slip bed zone to calculate the K value for each region. The key evolution zone of the slip surface is determined based on the magnitude of the K value: the lower the K value, the higher the degree of slip zone breakage, and the more likely local shear failure and slip surface connection will occur.

[0037] When determining the first monitoring area, the landslide body is first divided into several grid units based on a predetermined grid division scale (10-15m, 15-25m, or 25-35m). Then, grid units with a sliding surface integrity coefficient K lower than the integrity coefficient threshold are marked as candidate locations for the first monitoring area. The integrity coefficient threshold can be set according to the landslide type and soil and rock characteristics. Preferably, when K < 1.5, it is determined to be a critical evolution zone, and the first monitoring area must be set. These critical evolution zones specifically include the rear tension zone (the sliding surface integrity is the worst, with tensile cracks developed), the central compression-shear zone (the sliding surface is strongly subjected to shearing), and the front bulging zone (the sliding surface is compressed and bulged). The first monitoring area is precisely set at the mechanically sensitive locations where local sliding surface connection is most likely to occur, ensuring that the monitoring data can effectively capture early signals of progressive sliding surface failure and provide targeted data support for subsequent determination of local sliding surface connection. Additionally, alternative methods such as drilling and ground reconnaissance can be used to qualitatively verify the distribution of the slip surface and cross-calibrate the seismic wave CT detection results to improve the accuracy of identifying key evolution zones.

[0038] Step 204: Obtain the stability coefficient of the landslide, and determine the second monitoring area in the stable region outside the landslide based on the stability coefficient and the division scale; the second monitoring area is the region where the stability coefficient is greater than or equal to the stability coefficient threshold.

[0039] In this embodiment of the invention, by calculating the stability coefficient of the landslide, and based on this coefficient and a determined division scale, the location of the second monitoring area (overall control unit) is precisely positioned within the stable region outside the landslide body. The formula for calculating the stability coefficient Fs is: Fs = F Total / Fs total, where F The total anti-skid force is calculated using the formula F. The total sliding force is calculated as: total = c·A_total + (m·g·cosθ - u_total·A_total)·tanφ; F_s_total is the total sliding force, calculated using the formula F_s_total = m·g·sinθ - u_total·A_total. In the formula, c is the cohesion of the slip zone soil, φ is the angle of internal friction, A_total is the total area of ​​the slip surface, m is the total mass of the landslide, g is the acceleration due to gravity, θ is the average slope of the landslide, and u_total is the average pore water pressure of the slip zone. The physical meaning of this ratio lies in quantifying the balance between the overall resistance to sliding and the overall sliding force: when F_s ≥ 1.5, it indicates that the overall resistance to sliding exceeds the sliding force, the landslide is in a sufficiently stable reserve state, and is not easily affected by local deformation to cause overall sliding.

[0040] When determining the second monitoring area, firstly, stable rock and soil areas are located outside the landslide body through on-site investigation. The stability coefficient of these areas is calculated using the formula mentioned above. Areas with a stability coefficient greater than or equal to the stability coefficient threshold (preferably 1.5) are marked as candidate locations for the second monitoring area. These areas are typically located outside the landslide boundary on stable bedrock or solid soil layers that are not mechanically connected to the landslide body, ensuring that they are not affected by landslide deformation. Then, based on the determined grid division scale, the second monitoring area is deployed in stable areas that meet the stability requirements. At least two second monitoring areas are deployed for each landslide to provide a redundant benchmark. Only displacement monitoring equipment (such as GNSS monitoring stations) is deployed within the second monitoring area; pore water pressure gauges and stress gauges are not installed. The monitoring parameters serve as a benchmark reference for judging whether the landslide as a whole is in a stable state. Since the second monitoring area is located on stable rock and soil, its displacement, velocity, and acceleration should theoretically remain stationary or deform at a very low rate. The relative motion of the first monitoring area with respect to the second monitoring area can reflect the overall deformation state of the landslide.

[0041] Step 205: Based on the division scale and the slip surface integrity coefficient of the landslide, the transition area between the first monitoring area and the second monitoring area, where the distance from the edge of the first monitoring area is within a threshold range and the slip surface integrity coefficient is within the integrity coefficient threshold range, is determined as the third monitoring area.

[0042] In this embodiment of the invention, the placement of the third monitoring area (auxiliary verification unit) is precisely located in the transition region between the first and second monitoring areas based on the division scale and the slip surface integrity coefficient K. The placement of the third monitoring area must simultaneously meet two conditions: First, the spatial distance condition—it must be located between the first and second monitoring areas, and the distance from the edge of the first monitoring area must be within a threshold range, preferably 1-2 times the unit side length (i.e., based on the determined grid division side length, a distance range of 1 to 2 times is taken), ensuring that the third monitoring area is on the propagation path of local deformation spreading to the whole, and can effectively capture deformation transmission signals; Second, the slip surface integrity coefficient K of the transition region must be within the integrity coefficient threshold range, preferably 1.5≤K≤2.0, which represents the transition state where the slip surface is in a locally broken but not yet fully connected state, which corresponds precisely to the mechanical stage where local deformation begins to spread to the whole.

[0043] The core function of the third monitoring area is to achieve the linkage verification of local deformation and overall deformation. Specifically, when a local slip surface is penetrated in the first monitoring area, the residual thrust generated will diffuse and be transmitted to the surrounding areas. The third monitoring area, located in the transition zone, will be the first to capture this deformation diffusion signal, which is manifested as the cumulative deformation Δs. aux Gradually increase. When Δs aux When the deformation is less than or equal to the deformation threshold (≤5mm for soil landslides, ≤3mm for rock landslides), it indicates that the local deformation has not yet spread to the transition zone, and is judged as a local sliding surface connection; when Δs aux When the deformation exceeds the deformation threshold, it indicates that the local deformation has spread to the transition region, and the local slip surface penetration is evolving into the overall slip surface penetration. Combined with the strong coupling condition of spatiotemporal coupling, this can be determined as the critical state of overall slip surface penetration. The monitoring data from this transition region effectively solves the deficiency in existing technologies that cannot distinguish between local deformation and overall evolution due to the lack of transition region verification. Crack gauges and moisture content sensors are deployed within the third monitoring region to monitor the cumulative deformation and changes in environmental conditions. The monitoring data is also used for the spatial correlation coefficient S in the spatiotemporal coupling. o Calculation (S) o =exp(-d / L)×[1-exp(-k·Δs aux )]), where Δs aux This refers to the cumulative deformation in the third monitoring area, which directly participates in the quantitative calculation of the spatiotemporal coupling degree.

[0044] Step 206: Obtain the basic parameters of the landslide, the spatiotemporal coupling degree, the velocity and acceleration of each monitoring area, and the corresponding block mass of each first monitoring area; the spatiotemporal coupling degree characterizes the correlation strength between the first monitoring area and the second monitoring area of ​​the landslide. In this embodiment of the invention, basic parameters of the landslide are obtained through on-site investigation, geophysical exploration, and laboratory tests, including: obtaining landslide boundary and geometric parameters using UAV aerial surveying and InSAR combined with ground-penetrating radar detection; determining the depth, shape, and burial depth of the sliding surface through borehole inclinometers and seismic CT detection, and calculating the sliding surface contact area A, the total sliding surface area Atotal, and the average slope θ of the landslide body based on the spatial integration of the engineering geological model; determining the soil cohesion c and internal friction angle φ of the sliding zone through laboratory shear tests; and monitoring and obtaining the pore water pressure u of the sliding zone and the overall average pore water pressure utotal through pore water pressure gauges. Based on this, according to the block volume V of each first monitoring area... i The dry density ρ and natural water content w of the soil and rock mass, in m i =V i The mass of each block corresponding to the first monitoring area is calculated using ×ρ×(1+w). At the same time, real-time displacement data s(t) is obtained by GNSS monitoring stations, deep displacement inclinometers and crack gauges deployed in each monitoring area, and the velocity v(t) and acceleration a(t) of each monitoring area are obtained by differential calculation.

[0045] Spatiotemporal coupling degree C st This is another core parameter obtained in this step. It characterizes the correlation strength between the first and second monitoring areas of the landslide, and its value ranges from [0,1]. Its calculation is based on the time synchronicity coefficient Ts and the spatial correlation coefficient S. o The weighted geometric mean: Ts is obtained by calculating the similarity of the displacement, velocity, and acceleration time series of the first and second monitoring areas using a dynamic time warping algorithm, reflecting the degree of synchronization between the two in terms of temporal evolution; S o Through formula S o =exp(-d / L)×[1-exp(-k·Δs aux ]Calculation, where d is the spatial distance between the first monitoring area and the second monitoring area, L is the characteristic length of the landslide body (length of the longest axis), Δs aux To assist in verifying the cumulative deformation of the unit, k is the spatial diffusion coefficient, which reflects the spatial correlation strength of the diffusion of local deformation to the whole.

[0046] In some embodiments, step 206 may include the following sub-steps: Sub-step S21: Obtain displacement data of each monitoring area collected by the displacement monitoring equipment in each monitoring area; Sub-step S22: Determine the velocity and acceleration of each monitoring area based on the displacement data of each monitoring area.

[0047] In this embodiment of the invention, displacement monitoring devices deployed in each monitoring area are used to collect displacement data s(t) in real time. The displacement monitoring devices include surface GNSS monitoring stations, deep displacement inclinometers, and crack gauges, enabling synchronous monitoring of surface and deep displacements. Optional remote sensing methods include InSAR and pixel offset. Specifically, GNSS monitoring stations are deployed on the surface of each monitoring area to acquire absolute horizontal and vertical displacement data; deep displacement inclinometers are buried in boreholes, with the probe penetrating 3m below the slip surface to acquire relative displacement data near the slip surface and at different depths, monitoring the shear deformation of the slip zone soil; crack gauges are deployed at key locations such as rear-edge tension cracks and front-edge bulging cracks to acquire displacement data indicating crack opening or closing. The sampling time interval for each monitoring device is Δt, which can be dynamically adjusted according to the landslide deformation rate, typically set to 1-3 hours, and can be increased to the minute level during accelerated deformation phases. By working together with multiple types and levels of displacement monitoring equipment, it is possible to comprehensively capture all-dimensional displacement information of the landslide body from the surface to the depths, and from the local to the overall.

[0048] Based on the acquired displacement data s(t), the velocity v(t) and acceleration a(t) of each monitoring area are calculated using differential calculation, constructing a time series parameter set. The specific calculation formulas are: velocity v(t) = [s(t) - s(t - Δt)] / Δt, which is the difference between the current displacement and the previous displacement divided by the sampling time interval, reflecting the rate of displacement change of the monitoring point per unit time; acceleration a(t) = [v(t) - v(t - Δt)] / Δt, which is the difference between the current velocity and the previous velocity divided by the sampling time interval, reflecting the rate of velocity change, directly corresponding to the change in residual thrust. During the calculation process, to avoid interference from instantaneous noise on the judgment results, data from multiple consecutive monitoring periods are smoothed, and the parameter changes (Δv, Δa, Δt) are calculated. s The value is used as a criterion for judgment, not an instantaneous absolute value. The change in velocity Δv reflects the dynamic trend of the deformation rate, the change in acceleration Δa reflects the change in the force state (Δa>0 indicates an increase in residual thrust, Δa<0 indicates a decrease in residual thrust), and the change in displacement rate Δv... s It reflects the trend of change in average speed.

[0049] In some embodiments, step 206 may include the following sub-steps: Sub-step S31: Determine the block quality corresponding to each first monitoring area based on the basic parameters.

[0050] In this embodiment of the invention, the mass m of each block corresponding to the first monitoring area (core monitoring area) is calculated based on the acquired landslide basic parameters. iThis provides key input parameters for calculating the sliding force and anti-slip force, as well as the parameterization formula for the acceleration threshold, in the subsequent determination of local sliding surface penetration. The specific calculation formula is: m i =V i ×ρ×(1+w), where V i Let V be the block volume corresponding to the i-th first monitoring area (unit: m³), ​​ρ be the dry density of the soil and rock mass (unit: kg / m³ or g / cm³), and w be the natural water content of the soil and rock mass (dimensionless, expressed as a decimal). Block volume V i The method for obtaining the data is as follows: Based on the determined grid division scale and the location of the first monitoring area, the landslide body is divided into several blocks, each block corresponding to a first monitoring area. The volume of the landslide is obtained using the triangular prism method or the polyhedron volume formula V. i =Σ(V i The volume of each block is calculated, specifically based on borehole inclination data, the slip surface depth and morphology determined by seismic CT detection, and surface topographic data. The dry density ρ of the soil and rock mass is determined through laboratory testing: undisturbed soil samples are collected in the first monitoring area, and the moisture content is determined using the oven-drying method before calculating the dry density. The arithmetic mean is taken for multiple sampling points. The natural moisture content w of the soil and rock mass is monitored by on-site moisture content sensors or determined through laboratory testing, reflecting the moisture content of the soil and rock mass in its natural state.

[0051] In some embodiments, the basic parameters include the dry density of the soil and rock mass and the natural water content of the soil and rock mass; step S31 may include the following sub-steps: Sub-step S311: Obtain the block volume of each first monitoring area; Sub-step S312: Determine the mass of each block in each first monitoring area based on the block volume of each first monitoring area, the dry density of the soil and rock mass, and the natural water content of the soil and rock mass.

[0052] In this embodiment of the invention, the block volume V corresponding to each first monitoring area (core monitoring area) is obtained. i This provides geometric parameter input for subsequent segmented mass calculations. A digital elevation model (DEM) of the landslide body was acquired using UAV aerial surveying, InSAR surface deformation monitoring, and ground-penetrating radar detection to clarify the landslide's planar boundaries and surface undulations. Next, the spatial distribution, depth, and morphology of the slip surface were determined through borehole inclinometer surveying and seismic CT detection, constructing a three-dimensional surface model of the slip surface. Then, based on the determined grid division scale (10-15m, 15-25m, or 25-35m) and the location of the first monitoring area, the landslide body was divided into several regular grid units on the horizontal plane, with each grid unit corresponding to a first monitoring area. Finally, the volume of the landslide was calculated using the triangular prism method or the polyhedral volume formula V. i =Σ(V iTo calculate the volume of each grid cell from the surface to the slip surface, each grid cell is further subdivided into multiple triangular prisms. The vertices of each prism are the surface point corresponding to the upper surface, the slip surface point corresponding to the lower surface, and adjacent grid nodes. The volume of each prism is calculated separately, and then summed to obtain the volume of the subdivided area. For areas with significant slip surface undulations, the grid subdivision can be appropriately densified to improve the accuracy of volume calculation.

[0053] Based on the obtained block volume V i Combining the dry density ρ of the soil and rock mass and the natural water content w of the soil and rock mass, according to the formula m i =V i Calculate the mass m of each block corresponding to the first monitoring area using ×ρ×(1+w). i The dry density ρ of the soil and rock mass was determined through indoor tests: undisturbed soil samples were collected from each of the first monitoring areas, and the natural density was determined using the ring cutter method. The moisture content was then determined using the oven-drying method (105℃-110℃ to constant weight), and finally calculated using the formula ρ=ρ n / (1+w) is used to calculate the dry density, where ρ n The density is the natural density; the arithmetic mean of multiple sampling points is taken as the representative dry density of the first monitoring area. The natural moisture content w of the soil and rock mass is monitored by field moisture content sensors or determined by laboratory tests: field moisture content sensors are buried near the slip zone in each first monitoring area to monitor moisture content changes in real time; laboratory tests use the drying method to determine the natural moisture content of the sampled soil. The dry density and moisture content may differ in each first monitoring area, allowing for separate measurements and values ​​for different first monitoring areas to reflect the spatial heterogeneity of the landslide body.

[0054] In some embodiments, step 206 may include the following sub-steps: Sub-step S41: Obtain the cumulative deformation of the third monitoring area, the spatial distance between the first and second monitoring areas, and the characteristic length of the landslide; the characteristic length of the landslide is the length of the longest axis of the landslide. Sub-step S42: Determine the time synchronization coefficient and spatial correlation coefficient based on the velocity and acceleration of each monitoring area, the cumulative deformation of the third monitoring area, the spatial distance between the first and second monitoring areas, and the characteristic length of the landslide. Sub-step S43: Determine the spatiotemporal coupling degree based on the time synchronization coefficient and the spatial correlation coefficient.

[0055] Spatiotemporal coupling degree (C st C is a quantitative index characterizing the coupling strength between the local monitoring area and the overall control area of ​​a landslide in terms of "time dimension (synchronicity of deformation evolution)" and "spatial dimension (correlation of deformation diffusion)," with a value range of [0, 1]. Wherein, C... st∈[0, 0.3) indicates weak coupling (local deformation is not significantly related to global deformation, and the slip surface does not diffuse); C st ∈[0.3, 0.7) indicates intermediate coupling (local deformation begins to spread to the whole, and the sliding surface penetration range is expanding); C st ∈[0.7, 1] indicates strong coupling (the local and global deformation depths are correlated, and the sliding surface is close to or reaches overall connectivity). By integrating the temporal synchronization coefficient and the spatial correlation coefficient, the dynamic trend of local deformation evolving into overall connectivity during the gradual connectivity of the sliding surface is accurately characterized, providing a more accurate spatiotemporal evolution basis for the criterion system.

[0056] The coupling function constructed in this invention breaks through the limitations of traditional single-dimensional coupling calculation, realizing the coordinated quantification of time and space dimensions. Specifically, it consists of three parts: time synchronization coefficient calculation, spatial correlation coefficient calculation, and a coupling degree synthesis function. The time synchronization coefficient (Ts) characterizes the degree of synchronization between the local and global parameters in temporal evolution. Based on the Dynamic Time Warping (DTW) algorithm, the similarity between the local parameter sequence and the global parameter sequence is calculated using the formula: Ts = 1 - [DTW(s)] i (t),s o (t))+DTW(v i (t),v o (t))+DTW(a i (t),a o (t))] / [3×max(DTW_max)], where s i (t), v i (t), a i (t) represents the displacement, velocity, and acceleration time series of the local monitoring area, respectively; s o (t), v o (t), a o (t) represents the corresponding parameter time series of the overall control unit; DTW(·) is the dynamic time warping distance, used to measure the similarity between two time series; DTW_max is the preset maximum DTW distance (calibrated based on landslide type, for example, DTW_max=50mm for soil landslides and DTW_max=30mm for rock landslides); T s The value range is [0,1], T s The closer the value is to 1, the stronger the synchronization between the local and global parameter time evolution. It should be noted that the specific value of DTW_max mentioned above is a preferred option, and those skilled in the art can adjust it according to the actual situation such as the scale of the landslide and the characteristics of the soil and rock mass. This embodiment of the invention does not limit this.

[0057] Spatial correlation coefficient (S) o): Characterizes the spatial correlation strength of local deformation spreading to the whole, calculated by combining the spatial distance between local and global elements and the deformation transmission signal of auxiliary verification elements. The formula is: S o =exp(-d / L)×[1-exp(-k·Δs aux In the formula, d is the straight-line distance between the local monitoring unit and the overall control unit (m); L is the characteristic length of the landslide (takes the longest axis length of the landslide, m); Δs aux The cumulative deformation (mm) of the auxiliary verification unit; k is the spatial diffusion coefficient (based on the calibration of soil and rock permeability and integrity; preferably, k=0.02 for soil landslides and k=0.01 for rock landslides); S o The value range is [0,1]. The smaller d is, the higher Δs is. aux The larger S is o The closer the value is to 1, the stronger the spatial correlation between local deformation and overall diffusion. Those skilled in the art can adaptively adjust the value of k based on parameters such as the permeability coefficient and integrity coefficient of the actual soil and rock mass.

[0058] Spatiotemporal coupling degree synthesis function: A comprehensive coupling degree function is constructed by fusing the time synchronization coefficient and the spatial correlation coefficient using the weighted geometric average method. The spatiotemporal coupling degree C is... st Equal to the time synchronization coefficient T s α raised to the power of the coefficient of spatial correlation S o The formula is the square root (i.e., the second root) of the product of (1-α) powers, where α is a time weighting coefficient, dynamically adjusted according to the landslide deformation stage: preferably, α = 0.6 in the local sliding surface connection stage (emphasizing temporal evolution synchronicity), and α = 0.4 in the overall sliding surface connection stage (emphasizing spatial diffusion correlation); this weighting allocation is based on the mechanical essence of the gradual connection of the sliding surface, with deformation in the local stage mainly driven by time evolution and deformation in the overall stage mainly driven by spatial diffusion, ensuring accurate matching between the coupling degree calculation and the mechanical process. It should be noted that the above values ​​of α are exemplary schemes, and those skilled in the art can adjust the value of α according to the specific landslide type and deformation characteristics through indoor experiments, field monitoring data calibration, etc.

[0059] In this embodiment of the invention, three basic parameters required for calculating the spatiotemporal coupling degree are obtained: the cumulative deformation Δs of the third monitoring region. aux The spatial distance d between the first and second monitoring areas and the characteristic length L of the landslide. The cumulative deformation Δs in the third monitoring area. aux The data is obtained through crack gauges or GNSS monitoring stations deployed in the third monitoring area (auxiliary verification unit), specifically the cumulative displacement value from the start of monitoring to the current time, reflecting the degree of diffusion of local deformation into the transition region; this parameter directly participates in the spatial correlation coefficient S. o The calculation, when Δsaux A smaller value indicates that the local deformation has not yet spread; when Δs aux When the deformation threshold is exceeded (5mm for soil, 3mm for rock), it indicates that local deformation has spread to the transition zone. The spatial distance d between the first and second monitoring areas is obtained by measuring the straight-line distance between the geometric centers of the first monitoring area (core monitoring unit) and the second monitoring area (overall control unit). This parameter reflects the spatial interval between the local deformation source and the stability benchmark point; the closer the distance, the more easily the local deformation can affect the overall benchmark. The characteristic length L of the landslide is defined as the length of the longest axis of the landslide body. It is obtained by measuring the landslide boundary map or engineering geological map obtained by UAV aerial survey, and the unit is meters. Its function is to normalize the spatial distance d, making the spatial correlation calculations of landslides of different scales comparable.

[0060] Based on the acquired parameters and the velocity and acceleration of each monitoring area, the time synchronization coefficient T is calculated. s Spatial correlation coefficient S o Time synchronization coefficient T s The similarity of displacement, velocity, and acceleration time series between the first and second monitoring areas is calculated based on the Dynamic Time Warping (DTW) algorithm. The specific formula is: Ts = 1 - [DTW(s)] l (t),s o (t))+DTW(v l (t),v o (t))+DTW(a l (t),a o (t))] / [3×max(DTW_max)], where DTW(·) is the dynamic time warp distance, used to measure the similarity between two time series (the smaller the distance, the more similar the series), and DTW_max is the preset maximum DTW distance (50mm for soil landslides and 30mm for rock landslides), T s The value range is [0,1], T s The closer the coefficient is to 1, the stronger the synchronization of deformation evolution between the first and second monitoring areas. Spatial correlation coefficient S o The spatial correlation strength characterizing the diffusion of local deformation to the whole is specifically formulated as: S o =exp(-d / L)×[1-exp(-k·Δs aux ]], where d / L is the normalized spatial distance, exp(-d / L) decreases as the distance increases; k is the spatial diffusion coefficient (0.02 for soil landslides and 0.01 for rock landslides), Δs aux The cumulative deformation in the third monitoring area is [1-exp(-k·Δs)] aux )] with Δs aux Increase and increase; So The value range is [0,1]. The smaller d is, the higher Δs is. aux The larger the value, the greater the S o The closer it is to 1, the stronger the spatial correlation of the diffusion of local deformation into the whole.

[0061] The time synchronization coefficient T is obtained by fusion calculation using the weighted geometric average method. s Spatial correlation coefficient S o Construct a comprehensive spatiotemporal coupling degree C st Spatiotemporal coupling degree C st Equals the time synchronization coefficient Ts raised to the power of α multiplied by the spatial correlation coefficient S o The arithmetic square root (i.e., the second root) of the product of (1-α) powers, where α is the time weighting coefficient, which is dynamically adjusted according to the landslide deformation stage.

[0062] Step 207: Based on the block mass corresponding to each first monitoring area, the velocity and acceleration of each monitoring area, the basic parameters of the landslide, and the spatiotemporal coupling degree, determine whether the landslide is a local sliding surface connection or an overall sliding surface connection. In this embodiment of the invention, based on the block quality m corresponding to each first monitoring area... i The contact area of ​​the sliding surface A, the pore water pressure u, the average slope θ of the landslide, and Newton's second law Fs-F =m·a, combined with the anti-slip force formula F =c·A+(m i ·g·cosθ-u·A)·tanφ and the formula for sliding force F s =m i The inversion parameters *g*sinθ-u*A* are used to retrieve the real-time mechanical parameters *c* and *φ* of the slip zone soil. These inversion parameters are then input into numerical simulation software to perform forward modeling of displacement, velocity, and acceleration, verifying the agreement between the forward modeling results and the measured data (correlation coefficient R² ≥ 0.85). Finally, the *sva* threshold corresponding to the inversion parameters is compared with the threshold calculated by the parameterized formula. Iterative convergence is completed when the deviation is ≤ 5%, ensuring the mechanical correlation and quantitative accuracy of subsequent criteria. After parameter calibration, the velocity change Δv, acceleration change Δa, and displacement rate change Δv* in each monitoring area are calculated. s The acceleration threshold Δath, velocity threshold Δvth, and displacement rate increase threshold Δvsth calculated using parametric formulas are compared with those calculated using the spatiotemporal coupling degree Cst and the cumulative deformation Δs of the auxiliary verification unit. aux A comprehensive judgment will be made.

[0063] The logic for determining local slip surface continuity is as follows: when the overall control area is in a stable state (absolute value of acceleration change ≤ 0.02 mm / h²), the spatiotemporal coupling degree belongs to the weak coupling interval (Cst ∈ [0, 0.3)), and the cumulative deformation of the auxiliary verification unit is less than or equal to the deformation threshold (Δs). aux When the parameter comparison results between the core monitoring area and the overall control area satisfy any one of the five sets of local parameter combination characteristics, and the duration of the comparison results of each monitoring area is not less than two consecutive monitoring cycles, it is determined that the sliding surface is locally connected. The judgment logic for the overall sliding surface connection is as follows: when the overall control area is in an accelerated state (the change in acceleration is greater than the acceleration threshold Δath), the spatiotemporal coupling degree belongs to the strong coupling interval (Cst∈[0.7,1]), and the cumulative deformation of the auxiliary verification unit is greater than the deformation threshold (Δs), the overall control area is in an accelerated state (the change in acceleration is greater than the acceleration threshold Δath), the spatiotemporal coupling degree belongs to the strong coupling interval (Cst∈[0.7,1]), and the cumulative deformation of the auxiliary verification unit is greater than the deformation threshold (Δs), the overall control area is locally connected. aux When the parameters of the core monitoring area and the overall control area meet any one of the three sets of overall parameter combination characteristics (>Δsth), the sliding surface is judged to be in a critical state of overall penetration. Among them, for the two hidden critical states of "local stability and overall acceleration" (second group) and "local deceleration and overall acceleration" (third group), the coordinated verification of four conditions must be met: the fluctuation amplitude of local parameters does not exceed the limit of the corresponding threshold, the overall parameters exceed the corresponding threshold, strong spatiotemporal coupling, and the cumulative deformation of auxiliary units exceeds the deformation threshold. None of these conditions can be omitted.

[0064] In some embodiments, step 207 may include the following sub-steps: Sub-step S51: Based on the velocity and acceleration of each monitoring area, determine the real-time mechanical parameters of the slip zone soil; In this embodiment of the invention, based on the velocity and acceleration monitoring data of each monitoring area, and combined with Newton's second law and the sliding force-anti-sliding force mechanical equilibrium model, the real-time mechanical parameters cinverse (cohesion inversion value) and φinverse (internal friction angle inversion value) of the slip zone soil are inverted. First, based on the obtained block mass m of each first monitoring area... i Based on the obtained contact area A of the sliding surface, pore water pressure u, and average slope θ of the landslide, combined with the anti-sliding force formula and the sliding force formula, the explicit composite function relationship between acceleration a(t), cohesion c, and internal friction angle φ is derived: a(t) = [F s -c·A-(m i ·g·cosθ-u·A)·tanφ] / m i The function can be simplified to a(t) = K1 - K2·c - K3·tanφ, where K1, K2, and K3 are known parameters of the landslide (m). iThe constant values ​​calculated for (A, θ, u, g) are linear functions of c and tanφ. Then, the calculated acceleration a(t) time series for each monitoring area are substituted into the above function, and the least squares method is used to fit and solve for cinverse and φinverse. The core inversion objective is to make the inverted residual thrust Freverse = Fs - Finverse. The reaction and the monitored acceleration a(t) satisfy F_residual_reaction = m·a(t).

[0065] In some embodiments, step S51 may include the following sub-steps: Sub-step S511: Based on the velocity and acceleration of each monitoring area and Newton's second law, the real-time mechanical parameters of the slip zone soil are obtained by inverting the objective function. Sub-step S512: Input the real-time mechanical parameters of the slip zone soil obtained by inversion into the numerical simulation software, perform forward simulation of displacement, velocity, and acceleration, and verify the consistency between the forward simulation results and the measured data. In sub-step S513, if the consistency between the forward modeling result and the measured data does not reach the consistency threshold, the inversion objective function is modified, and the real-time mechanical parameters of the slip zone soil are obtained by re-inversion using the modified inversion objective function.

[0066] Based on the acquired monitoring data of s(t), v(t), and a(t), combined with the quantitative formulas of anti-slip force and sliding force and Newton's second law Fs-F =m·a, inverting real-time mechanical parameters of the slip zone soil (cinverted, φinverted). Taking a local monitoring unit as an example, input the block mass m. i Given parameters such as the sliding surface contact area A and pore water pressure u, the mapping relationship between a(t) and (c, φ) is fitted using the least squares method to obtain the inversion values ​​cinverse and φinverse. The core inversion objective is to make the inverted residual thrust Freverse = Fs - Finverse. The inverse and monitored acceleration a(t) satisfy Fresidual inverse = m·a(t). The problem of multiple solutions in the inversion is addressed by physical constraints: reasonable ranges for c and φ are set according to soil / rock landslide conditions, and the inversion values ​​must conform to the mechanical attenuation law of shear failure in the slip zone. Combinations without physical meaning are excluded, and calibration can also be performed through indoor tests. The fitting criterion is based on least squares fitting until the deviation meets the requirements, and further determined by combining indoor tests and field monitoring data for calibration.

[0067] Numerical simulation software (such as FLAC3D and GeoStudio) was used to construct a mechanical model of the landslide. The inverted parameters cinverse and φinverse were used as input parameters, and combined with the landslide's geometric parameters and groundwater conditions, the forward model was used to simulate the evolution of the landslide's displacement sforward, velocity vforward, and acceleration aforward. The verification criteria were set as follows: the degree of agreement between the forward modeling results and the measured data (correlation coefficient R² ≥ 0.85), and the deviation at key time points (such as the start of local acceleration) ≤ 2 monitoring cycles. If the agreement between the forward modeling results and the measured data did not reach the threshold (R² < 0.85), the inversion objective function was corrected based on the forward modeling deviation (e.g., by introducing a weighting coefficient for the heterogeneity of the slip zone soil), and the c and φ parameters were re-inverted. If the agreement met the standard, the consistency between the threshold corresponding to the inversion parameters and the threshold calculated by the constructed parameterized formula was further verified. If the deviation exceeded 10%, the threshold was re-optimized using the parameterized formula until the deviation was ≤ 5%, completing the iterative convergence. This iterative process ensured that the quantified threshold was not based on empirical statistics but was driven by the actual mechanical state of the slip zone soil.

[0068] In this embodiment of the invention, based on the velocity and acceleration monitoring data of each monitoring area and Newton's second law, the real-time mechanical parameters cinverse and φinverse of the slip zone soil are obtained by inversion through an inversion objective function. Specifically, the inversion objective function is first established: based on Newton's second law Fs-Finverse... =m·a, combining the anti-slip force formula and the sliding force formula, the explicit functional relationship between acceleration a(t) and cohesion c and internal friction angle φ is derived: a(t)=[F s -c·A-(m i ·g·cosθ-u·A)·tanφ] / m i The function can be simplified to a linear function of the first degree, a(t) = K1 - K2·c - K3·tanφ, where K1, K2, and K3 are known parameters of the landslide (m i The constant values ​​of A, θ, u, and g are calculated. Then, the calculated acceleration a(t) time series of each monitoring area are substituted into the above function, and the least squares method is used to construct the inversion objective function: minΣ[a(t) measured - a(t) calculated (c, φ)]². The c inverse and φ inverse that minimize the objective function are solved by iterative optimization. Physical constraints are applied during the inversion process: reasonable ranges of c and φ are set according to soil landslides or rock landslides (c is generally 5-30 kPa and φ is 10°-25° for soil landslides; c is generally 30-50 kPa and φ is 20°-35° for rock landslides), and the inversion values ​​must conform to the mechanical attenuation law of shear failure of the slip zone soil (c and φ show a monotonically decreasing trend with deformation development). The core inversion objective is to make the residual thrust F_residual_inverse = F_s - F_inverse ... The reaction and the monitored acceleration a(t) satisfy F_residual_reaction = m·a(t), and the error is controlled within ±5%.

[0069] The real-time mechanical parameters cinverse and φinverse of the slip zone soil obtained from the inversion were input into numerical simulation software to perform forward simulation of the displacement, velocity, and acceleration evolution process, verifying the accuracy and reliability of the inversion results. A landslide mechanical model was constructed using numerical simulation software (such as FLAC3D and GeoStudio). The model's geometric parameters were established based on the landslide boundary, slip surface morphology, and topographic data obtained in step 102. The physical and mechanical parameters used the inverted cinverse and φinverse as the core inputs, along with auxiliary parameters such as soil dry density ρ, pore water pressure u, Poisson's ratio, and elastic modulus. The forward simulation calculated the forward evolution process of the landslide's displacement sforward, velocity vforward, and acceleration aforward according to the same time series as the measured data, with the simulation step size consistent with the measured sampling interval Δt. The verification indicators were set as follows: the correlation coefficient R² between the forward simulation results and the measured data ≥ 0.85, and the deviation of key time nodes (such as the start of local acceleration and the moment of acceleration abrupt change) ≤ 2 monitoring cycles. Among these, the key time node was defined as the acceleration Δa exceeding the quantification threshold Δa. th The core criterion is to simultaneously satisfy the condition that the speed Δv exceeds Δv. th Displacement growth rate Δv s Breakthrough Δv sth At least one of the following conditions must be met, and this condition must occur continuously for ≥2 monitoring cycles.

[0070] When the agreement between the forward modeling results and the measured data fails to reach a preset threshold, the inversion objective function is corrected and the real-time mechanical parameters of the slip zone soil are re-inverted, forming a closed-loop iterative optimization mechanism. Specifically, if the correlation coefficient R² between the forward modeling results and the measured data is <0.85, or the deviation of key time nodes is >2 monitoring cycles, the agreement is deemed unsatisfactory. In this case, the source of error is analyzed based on the forward modeling deviation: if the forward displacement is too large and the acceleration is too small, it indicates that the inverted c and φ are too low, resulting in insufficient estimation of the anti-sliding force; if the forward displacement is too small but the acceleration abruptly occurs earlier, it indicates that the inverted c and φ fail to reflect the brittle failure characteristics of the slip zone soil. Based on the deviation analysis results, the inversion objective function is corrected, for example, by introducing a weighting coefficient for the heterogeneity of the slip zone soil, adding a regularization term to suppress parameter oscillations, or adjusting the physical constraint boundaries of c and φ (e.g., considering the correlation between the decay rates of c and φ). After correction, the inversion is repeated and verified. The iterative process continues until two convergence conditions are met simultaneously: first, the correlation coefficient R² between the forward modeling results and the measured data is ≥0.85 and the deviation of key time nodes is ≤2 monitoring cycles; second, the deviation between the threshold corresponding to the inversion parameters and the threshold calculated by the parameterized formula is ≤5%. Through this closed-loop iterative mechanism of inversion-forward modeling-correction, the accuracy and reliability of the real-time mechanical parameters of the slip zone soil are ensured.

[0071] Sub-step S52: Based on the block mass corresponding to each first monitoring area, the basic parameters of the landslide, and the real-time mechanical parameters of the slip zone soil, determine the acceleration threshold, velocity threshold, and displacement acceleration threshold for each monitoring area. Sub-step S53: Based on the velocity and acceleration of each monitoring area, the acceleration threshold, velocity threshold and displacement acceleration threshold of each monitoring area, and the spatiotemporal coupling degree, determine whether the landslide is a localized or overall landslide.

[0072] In this embodiment of the invention, based on the block mass m corresponding to each first monitoring area i The basic parameters of the landslide (slip surface contact area A, average slope of the landslide body θ, cohesion of the slip zone soil c, internal friction angle φ, pore water pressure u) and the real-time mechanical parameters cinverse and φinverse of the slip zone soil obtained by inversion are used to calculate the acceleration threshold Δa of each monitoring area through parameterized formulas. th Velocity threshold Δv th and displacement growth threshold Δv sth Acceleration threshold Δa th The parameterized formula is: Δa th =[Δ(c·A+(m i ·g·cosθ-u·A)·tanφ)-Δ(m i ·g·sinθ-u·A)] / m i Δc and Δφ are determined based on the differences between the inverted cinverse and φinverse values ​​and the initial values, reflecting the degree of attenuation of the mechanical parameters of the slip zone soil. Velocity threshold Δv th The parameterization formula is: Δv th =k·[Δ(c·A+(m i ·g·cosθ-u·A)·tanφ)] / t s Where k is the rate coefficient (0.01 for soil landslides and 0.015 for rock landslides), t s This refers to the shear deformation time from the start of monitoring or the start of early warning.

[0073] Based on the velocity change Δv, acceleration change Δa, and displacement rate change Δv in each monitoring area s , and the calculated acceleration threshold Δa th Velocity threshold Δv th Displacement growth rate threshold Δv sth Compare the results and combine them with the spatiotemporal coupling degree C. st and the cumulative deformation Δs in the third monitoring area aux Based on comprehensive analysis, the landslide was determined to be either a localized or overall connected slip surface. The logic for determining localized slip surface connection is as follows: when the overall control area is in a stable state (absolute value of acceleration change ≤ 0.02 mm / h²), and the spatiotemporal coupling degree belongs to the weak coupling range (C...st ∈[0,0.3)), the cumulative deformation in the third monitoring area is less than or equal to the deformation threshold (soil ≤5mm, rock ≤3mm), and the parameter comparison results between the core monitoring area and the overall control area satisfy any one of the five sets of local parameter combination characteristics (for example, the first set: core monitoring area Δa>Δa). th , Δv>Δv th Δv s >Δv sth When the comparison results of each monitoring area last for no less than two consecutive monitoring cycles, it is determined that the slip surface is partially connected. A continuous monitoring cycle refers to multiple adjacent time units in which data are continuously collected according to a preset sampling time interval Δt. One monitoring cycle is one sampling interval Δt (e.g., 1 hour, 3 hours, etc.), and two consecutive monitoring cycles represent two adjacent, uninterrupted sampling intervals (e.g., 2 hours or 6 hours).

[0074] The logic for determining overall slip surface continuity is as follows: when the overall control area is in an acceleration state (acceleration change > Δa) th The spatiotemporal coupling degree belongs to the strongly coupled region (C). st ∈[0.7,1]), the cumulative deformation in the third monitoring area is greater than the deformation threshold, and the parameter comparison results between the core monitoring area and the overall control area satisfy any one of the three sets of overall parameter combination characteristics (for example, the second set: core monitoring area Δa, Δv, Δv). s The fluctuation amplitude is ≤0.2 times Δa. th ≤0.5 times Δv th ≤0.5 times Δv sth The overall region Δa>Δa th , Δv>Δv th Δv s >Δv sth When the comparison results of each monitoring area last for no less than two consecutive monitoring cycles, it is determined to be in a critical state of overall surface penetration. Among them, for the two concealed critical states of "local stability, overall acceleration" and "local deceleration, overall acceleration", it is also necessary to meet the coordinated verification of four conditions: the fluctuation amplitude of local parameters does not exceed the limit of the corresponding threshold, the overall parameters exceed the corresponding threshold, strong spatiotemporal coupling, and the cumulative deformation of auxiliary units exceeds the deformation threshold. None of these conditions can be omitted.

[0075] In some embodiments, step S53 may include the following sub-steps: Sub-step S531: Determine the velocity change, acceleration change, and displacement rate change of each monitoring area based on the velocity and acceleration of each monitoring area. Sub-step S532: Compare the velocity change, acceleration change, and displacement rate increase change of each monitoring area with the acceleration threshold, velocity threshold, and displacement rate increase threshold corresponding to each monitoring area to obtain the target comparison result; Sub-step S533: Obtain multiple sets of local parameter combination features; each set of local parameter combination features includes the velocity change, acceleration change, and displacement rate increase change of each monitoring area, and the comparison results with the corresponding acceleration threshold, velocity threshold, and displacement rate increase threshold, respectively. Sub-step S534: When the target comparison result matches any one of the multiple sets of local parameter combination features, the spatiotemporal coupling degree is within the first coupling degree threshold range, the cumulative deformation of the third monitoring area is less than or equal to the deformation threshold of the third monitoring area, and the duration of the comparison result of each monitoring area is not less than two consecutive monitoring cycles, the landslide is determined to be a local sliding surface connection.

[0076] The local parameter combination characteristics include: Group 1: Local acceleration, overall stability. Locally, the changes in acceleration, velocity, and displacement rate are all greater than the acceleration threshold, velocity threshold, and displacement rate threshold, respectively. Overall, the absolute value of the acceleration change is less than or equal to 0.02 mm / sqh, the fluctuation range of the velocity change is less than or equal to 0.5 times the velocity threshold, and the fluctuation range of the displacement rate change is less than or equal to 0.5 times the displacement rate threshold. The physical mechanism is as follows: local slip zone soil shear failure, with a sharp drop in cohesion c of 30%-50% and a decrease in the internal friction angle φ of 15%-25%, leading to a significant decrease in local anti-slip force. This results in local anti-slip force being less than local sliding force, and the remaining thrust being greater than zero, triggering accelerated deformation. The remaining local thrust is offset by the anti-slip redundancy of the surrounding stable region, and the overall anti-slip force still exceeds the overall sliding force, resulting in stress field equilibrium. This group of characteristics corresponds to a yellow warning, indicating active local shear on the slip surface.

[0077] Group 2: Local acceleration with stable velocity, overall stability. Locally, the change in acceleration exceeds the acceleration threshold, the fluctuation range of the velocity change is less than or equal to 0.5 times the velocity threshold, and the change in displacement rate exceeds the displacement rate threshold. Overall, the absolute value of the change in acceleration is less than or equal to 0.02 mm / sqh, the fluctuation range of the velocity change is less than or equal to 0.5 times the velocity threshold, and the fluctuation range of the displacement rate is less than or equal to 0.5 times the displacement rate threshold. The physical mechanism is as follows: after local slip zone soil shear failure, it enters a stable period of plastic deformation. The cohesion c and internal friction angle φ tend to stabilize, the local anti-sliding force no longer continuously decays, the remaining thrust remains constant and does not exceed the anti-sliding redundancy of the surrounding stable area, and the failure range does not expand; the overall state is not affected by local deformation. This group of characteristics corresponds to a yellow warning, indicating that local deformation is temporarily stable, but attention should be paid to changes in environmental factors.

[0078] Group 3: Local acceleration and deceleration, overall stability. Locally, the change in acceleration exceeds the acceleration threshold, the change in velocity is less than the negative velocity threshold, and the change in displacement rate exceeds the displacement rate threshold. Overall, the absolute value of the change in acceleration is less than or equal to 0.02 mm / sqh, the fluctuation range of the change in velocity is less than or equal to 0.5 times the velocity threshold, and the fluctuation range of the change in displacement rate is less than or equal to 0.5 times the displacement rate threshold. The physical mechanism is as follows: after local shearing, the slip zone soil fragments, and the re-interlocking of particles causes the internal friction angle φ to temporarily increase by 10%-15%, temporarily increasing the anti-slip force. The decrease in residual thrust leads to a decrease in local velocity; however, the cohesion c of the slip zone soil remains at a low level (not recovered to more than 30% of the original soil). Overall, the local anti-slip force is still less than the local sliding force, the residual thrust persists, and the local displacement increases cumulatively over time. This group of characteristics corresponds to a yellow warning, indicating a reduced short-term risk but a potential breakthrough point for long-term slip surface penetration.

[0079] Group 4: Locally stable with increasing velocity, overall stable. Locally, the fluctuation range of acceleration change is less than or equal to 0.2 times the acceleration threshold, the velocity change is greater than the velocity threshold, and the displacement rate change is greater than the displacement rate increase threshold. Overall, the absolute value of acceleration change is less than or equal to 0.02 mm / sqh, the fluctuation range of velocity change is less than or equal to 0.5 times the velocity threshold, and the fluctuation range of displacement rate change is less than or equal to 0.5 times the displacement rate increase threshold. The physical mechanism is as follows: the local sliding surface has not undergone shear failure, the c and φ parameters of the slip zone soil are stable, the local resistance force is slightly greater than the local sliding force, and the remaining thrust is approximately zero. The landslide body is in a constant-rate creep stage, and viscoelastic deformation causes a slow increase in velocity, but this does not trigger a decrease in the strength of the slip zone soil. The local resistance force is not less than the local sliding force, therefore stress redistribution is not triggered. This group of characteristics corresponds to a blue warning, indicating slow slip surface development. Long-term monitoring is sufficient, and there is no need to upgrade the warning level.

[0080] Group 5: Locally stable and decelerating, overall stable. Locally, the fluctuation range of acceleration change is less than or equal to 0.2 times the acceleration threshold, the velocity change is less than the negative velocity threshold, and the displacement rate change is less than the negative displacement rate threshold. Overall, the absolute value of acceleration change is less than or equal to 0.02 mm / sq.h, the fluctuation range of velocity change is less than or equal to 0.5 times the velocity threshold, and the fluctuation range of displacement rate change is less than or equal to 0.5 times the displacement rate threshold. The physical mechanism is as follows: Environmental factors (such as a drop in groundwater level) lead to a decrease in pore water pressure u in the slip zone. According to the anti-slip force formula, a decrease in u increases the anti-slip force, the residual thrust decreases or even approaches zero, local creep weakens, deformation tends to converge, and slip surface development stagnates; overall, the overall anti-slip force remains greater than the overall sliding force. This group of characteristics corresponds to a blue warning, indicating local deformation convergence, reduced risk, and a reduction in monitoring frequency.

[0081] Among the above five sets of characteristics, the local area is the first monitoring area, and the overall area is the second monitoring area. When any one of the above five sets of characteristics is satisfied, and the spatiotemporal coupling degree belongs to the weak coupling interval (C... st If the cumulative deformation of the third monitoring area is less than or equal to the deformation threshold of the third monitoring area (soil ≤ 5 mm, rock ≤ 3 mm) and the above state continues for no less than two monitoring cycles, it is determined that the slip surface is partially connected.

[0082] In this embodiment of the invention, based on the calculated velocity v(t) and acceleration a(t) of each monitoring area, the velocity change Δv, acceleration change Δa, and displacement rate change Δv of each monitoring area are determined. s This provides quantitative parameters for subsequent comparison with thresholds. The velocity change Δv is calculated by the difference between the current velocity and the velocity at the previous moment, i.e., Δv = v(t) - v(t - Δt), reflecting the dynamic trend of the deformation rate. Δv > 0 indicates an increase in rate (accelerated deformation), and Δv < 0 indicates a decrease in rate (decelerated deformation). The acceleration change Δa is calculated by the difference between the current acceleration and the acceleration at the previous moment, i.e., Δa = a(t) - a(t - Δt), reflecting the change in the force state. Δa > 0 indicates an increase in residual thrust, and Δa < 0 indicates a decrease in residual thrust. The displacement rate change Δv... s The displacement growth rate is calculated by the difference between the current displacement growth rate and the previous displacement growth rate, and is the average velocity v within the current monitoring period. s =[s(t)-s(t-Δt)] / Δt, Δv s =v s (t)-v s(t-Δt) reflects the changing trend of the average velocity. All of the above changes are calculated using data from multiple consecutive monitoring periods, and the condition of at least two continuous monitoring periods is used to avoid interference from instantaneous noise in the judgment results.

[0083] The calculated velocity change Δv, acceleration change Δa, and displacement rate change Δv for each monitoring area are used as inputs. s The corresponding acceleration threshold Δa obtained from the calculation th Velocity threshold Δv th Displacement growth rate threshold Δv sth A comparison is performed one by one to obtain the target comparison results. The specific comparison methods include three types: the first is "greater than" comparison, which determines whether the measured change is greater than the corresponding threshold (e.g., Δa>Δa). th The first type is used to identify states of accelerated deformation or increased residual thrust; the second type is a "less than negative" comparison, which determines whether the measured change is less than the corresponding negative threshold (e.g., Δv < -Δv). th The first type is used to identify deceleration deformation or a decrease in remaining thrust; the second type is "fluctuation amplitude" comparison, which determines whether the absolute value of the measured change or the fluctuation amplitude is less than or equal to a certain proportion of the corresponding threshold (e.g., |a|≤0.02mm / h², or Δa fluctuation≤0.2×Δa). th This is used to identify stationary states. The target comparison results are recorded in the form of Boolean values ​​(yes / no) or logical states (greater than / less than / stationary), recording the comparison conclusions of each parameter in each monitoring area, forming a complete comparison result vector. This comparison result vector will serve as input data for matching with local parameter combination features.

[0084] Multiple predefined sets of local parameter combination features are obtained. Each set of local parameter combination features defines the monitoring parameter comparison relationship that must be simultaneously satisfied between the core monitoring area and the overall control area under the state of local connection of the sliding surface. The multiple sets of local parameter combination features include five sets of parameter comparison relationships: the first set is that the local area satisfies Δa>Δa th , Δv>Δv th Δv s >Δv sth The overall region satisfies |a|≤0.02mm / h² and Δv fluctuation≤0.5×Δv. th Δv s Fluctuation ≤ 0.5 × Δv sth The second group consists of local regions that satisfy Δa > Δa. th Δv fluctuation ≤ 0.5 × Δv th Δv s >Δv sth The overall regional parameters are the same as the requirements of the first group; the third group requires that the local region satisfies Δa > Δa. th, Δv<-Δv th Δv s >Δv sth The overall regional parameters are the same as the requirements of the first group; the fourth group requires that the local region satisfy the Δa fluctuation ≤ 0.2 × Δa. th , Δv>Δv th Δv s >Δv sth The overall regional parameters are the same as the requirements for the first group; the fifth group requires that the fluctuation of Δa in a local region be ≤0.2×Δa. th , Δv<-Δv th Δv s <-Δv sth The overall regional parameters are the same as those in the first group. The above five groups of features cover various deformation modes (local acceleration, local stabilization, local deceleration, etc.) that may occur during the local sliding surface penetration stage. Each group of features corresponds to a specific mechanical mechanism (such as sudden drop in cohesion, plastic deformation stabilization, fragmentation and interlocking, constant velocity creep, and reduction in pore water pressure).

[0085] The obtained target comparison results are matched with the five sets of local parameter combination features, and a comprehensive judgment is made by combining the spatiotemporal coupling degree and the cumulative deformation of the third monitoring area. The specific judgment logic is as follows: when the target comparison result completely matches any one of the five sets of local parameter combination features, and the following three conditions are met simultaneously, the landslide is judged to be a local connection of the sliding surface: First, the spatiotemporal coupling degree C st It falls within the first coupling threshold range, i.e., the weak coupling interval C. st ∈[0,0.3), indicating that local deformation is not significantly related to overall deformation, and the slip surface has not yet spread to the whole; the cumulative deformation Δs in the second and third monitoring areas (auxiliary verification units) aux The deformation threshold Δs of the third monitoring area is less than or equal to that of the third monitoring area. st (5mm for soil landslides, 3mm for rock landslides) to indicate that local deformation has not yet spread to the transition zone; third, the above matching state continues for no less than two monitoring cycles to avoid false triggering caused by instantaneous noise. The mechanical essence of this judgment logic is: in the local sliding surface penetration stage, only the local sliding zone soil undergoes shear failure (F <F s The local residual thrust is offset by the anti-slip redundancy of the surrounding stable region, and the overall thrust still satisfies F. Total > F s In summary, the overall control area remained stable, with weak spatiotemporal coupling and no significant deformation signals in the transition region. This enabled accurate identification of localized penetrations of the slip surface, providing a basis for triggering subsequent yellow or blue warnings.

[0086] In some embodiments, step S53 may include the following sub-steps: Sub-step S535: Obtain multiple sets of overall parameter combination features; each set of overall parameter combination features includes the velocity change, acceleration change, and displacement rate increase change of each monitoring area, and the comparison results with the corresponding acceleration threshold, velocity threshold, and displacement rate increase threshold, respectively. Sub-step S536: When the target comparison result matches any one of the multiple sets of overall parameter combination features, the spatiotemporal coupling degree is within the second coupling degree threshold range, the cumulative deformation of the third monitoring area is greater than the deformation threshold of the third monitoring area, and the duration of the comparison result of each monitoring area is not less than two consecutive monitoring cycles, the landslide is determined to be an overall sliding surface connection.

[0087] In this embodiment of the invention, multiple predefined sets of overall parameter combination features are obtained. Each set of overall parameter combination features defines the monitoring parameter comparison relationship that must be simultaneously satisfied between the core monitoring area and the overall control area under the critical state of overall surface penetration. The multiple sets of overall parameter combination features include three sets of parameter comparison relationships: Group 1 (Synchronous Acceleration of Local and Overall Elements): The core monitoring area meets the following conditions: the change in acceleration is greater than the acceleration threshold, the change in velocity is greater than the velocity threshold, and the change in displacement rate is greater than the displacement rate threshold. Simultaneously, the overall control area meets the following conditions: the change in acceleration is greater than the acceleration threshold, the change in velocity is greater than the velocity threshold, and the change in displacement rate is greater than the displacement rate threshold. The physical mechanism of this group is as follows: the overall cohesion c of the slip zone soil decreases by 40%-60%, the overall internal friction angle φ decreases by 20%-30%, the overall anti-sliding force drops sharply, and the overall residual thrust changes from zero to positive and continues to increase, indicating that the landslide body enters an irreversible accelerated instability stage.

[0088] The second group (locally stable, overall accelerating) is a concealed critical state: In the core monitoring area, the fluctuation range of acceleration change is less than or equal to 0.2 times the acceleration threshold, the fluctuation range of velocity change is less than or equal to 0.5 times the velocity threshold, and the fluctuation range of displacement rate change is less than or equal to 0.5 times the displacement rate change threshold; simultaneously, in the overall control area, the acceleration change is greater than the acceleration threshold, the velocity change is greater than the velocity threshold, and the displacement rate change is greater than the displacement rate change threshold. The physical mechanism of this group is as follows: after local slip surface penetration, it enters a stable shearing stage, with local c and φ parameters stabilizing and the penetration range slowly expanding; when the penetration range reaches a critical value (usually accounting for more than 60% of the overall slip surface area), the overall effective anti-slip area decreases significantly, leading to a sharp drop in overall anti-slip force and triggering overall accelerated deformation. The core concealment of this process lies in the "asynchrony between local stable signals and overall instability signals," where the appearance of stable local deformation easily masks the core risk of overall slip surface penetration.

[0089] The third group (local deceleration, overall acceleration) is a concealed critical state: In the core monitoring area, the change in acceleration is less than a negative acceleration threshold, the change in velocity is less than a negative velocity threshold, and the change in displacement rate is less than a negative displacement rate threshold; simultaneously, in the overall control area, the change in acceleration is greater than the acceleration threshold, the change in velocity is greater than the velocity threshold, and the change in displacement rate is greater than the displacement rate threshold. The physical mechanism of this group is as follows: After the local slip zone soil is completely fragmented, the interparticle frictional resistance temporarily increases (φ temporarily increases by 5%-10%), the local anti-sliding force temporarily increases, and the remaining thrust decreases, leading to a decrease in local acceleration and velocity; however, the cohesion of the fragmented slip zone soil is approximately 0, and its shear strength is much lower than that of the undisturbed soil. The sliding surface penetration range continues to expand (exceeding 70% of the overall sliding surface area), and the overall anti-sliding force continues to decrease, ultimately triggering overall instability. The core concealment of this process lies in the "safety misleading nature of local deceleration signals," where local deformation deceleration is easily misjudged as a reduction in risk.

[0090] Among the three sets of overall parameter combination characteristics mentioned above, the second and third sets are hidden critical states. Their judgment rules must simultaneously satisfy the collaborative verification of four conditions: the fluctuation amplitude of local parameters does not exceed the corresponding threshold, the overall parameters exceed the corresponding threshold, strong spatiotemporal coupling, and the cumulative deformation of auxiliary units exceeds the deformation threshold. None of these conditions can be omitted.

[0091] The target comparison results are matched with the three sets of overall parameter combinations, and a comprehensive judgment is made based on the spatiotemporal coupling degree and the cumulative deformation in the third monitoring area to accurately identify the critical state of overall slip surface connectivity. The specific judgment logic is as follows: when the target comparison result completely matches any one of the three sets of overall parameter combinations, and the following three conditions are met simultaneously, the landslide is determined to be in the critical state of overall slip surface connectivity: spatiotemporal coupling degree C... st It falls within the second coupling threshold range, i.e., the strong coupling interval C. st ∈[0.7,1], representing the correlation between local deformation and overall deformation depth, indicating that the sliding surface is close to or has reached overall penetration. This coupling interval directly corresponds to the mechanical state where the sliding surface penetration range has expanded to the critical value. The cumulative deformation Δs in the third monitoring area (auxiliary verification unit) aux Deformation threshold Δs greater than that of the third monitoring area th (5mm for soil landslides, 3mm for rock landslides) This indicates that local deformation has spread to the transition zone, verifying the spatial transmission process from local slip surface penetration to overall evolution. The above matching state is maintained for no less than two monitoring cycles to avoid false triggering caused by instantaneous noise.

[0092] Step 208: Determine the warning level based on the landslide assessment result and trigger the warning response measures corresponding to the warning level.

[0093] In this embodiment of the invention, based on the results of the landslide surface connection determination, differentiated early warning levels are defined and corresponding emergency response measures are triggered, forming a complete technical closed loop from "monitoring and determination" to "early warning response". Four early warning levels are set according to the different mechanical stages of the landslide: Blue warning (attention level) corresponds to the fourth or fifth group of characteristics in local landslide surface connection (local stability with increasing velocity or local stability with deceleration, deformation tending to converge), and the response measures are monitoring once or twice a week and recording environmental data such as rainfall and groundwater; Yellow warning (attention level) corresponds to the first, second, or third group of characteristics in local landslide surface connection (local acceleration, local acceleration with stable velocity, local acceleration with deceleration), and the response measures are to increase monitoring frequency to once a day, issue early warning notices, and organize personnel to investigate potential hazards such as crack development at the landslide leading edge. Orange alert (alert level) corresponds to the second group of characteristics in the overall landslide breakthrough, namely the concealed critical state of "local stability and overall acceleration". At this time, local deformation signals present a false sense of safety, but the overall acceleration has begun. The response measures are 24-hour real-time monitoring, closing roads and facilities in the landslide-affected area, and organizing threatened personnel to prepare for evacuation. Red alert (danger level) corresponds to the first group (local and overall synchronous acceleration) or the third group (local deceleration and overall acceleration) characteristics in the overall landslide breakthrough. The response measures are to immediately activate the emergency response, organize the emergency evacuation of threatened personnel, seal off the danger zone, and prohibit all unauthorized personnel from entering.

[0094] Reference Figure 3 The diagram shows a logic block diagram of a landslide surface penetration early warning method provided by an embodiment of the present invention. Figure 3 The core process of the landslide surface connection early warning method according to an embodiment of the present invention is described as follows: First, the division scale of each monitoring area is determined, and the landslide is divided into grids according to the division scale to determine the first monitoring area (core monitoring area), the second monitoring area (overall control area), and the third monitoring area (auxiliary verification unit); then, the basic parameters of the landslide, the spatiotemporal coupling degree, the velocity and acceleration of each monitoring area, and the corresponding block mass of each first monitoring area are obtained; next, the velocity change, acceleration change, and displacement rate increase change of each monitoring area are compared with the corresponding acceleration threshold, velocity threshold, and displacement rate increase threshold to obtain the target comparison result; when the target comparison result matches any set of local parameter combination features, it is determined that the local sliding surface is connected; when it matches any set of overall parameter combination features, it is determined that the overall sliding surface is connected; finally, the early warning level is determined according to the judgment result and the corresponding early warning response measures are triggered.

[0095] It should be noted that, for the sake of simplicity, the method embodiments are described as a series of actions. However, those skilled in the art should understand that the embodiments of the present invention are not limited to the described order of actions, because according to the embodiments of the present invention, some steps can be performed in other orders or simultaneously. Furthermore, those skilled in the art should also understand that the embodiments described in the specification are preferred embodiments, and the actions involved are not necessarily essential to the embodiments of the present invention.

[0096] Figure 4 This is a structural block diagram of a landslide slip surface penetration early warning device provided in an embodiment of the present invention. (Refer to...) Figure 4 The device specifically includes the following modules: The landslide delineation module 301 is used to divide the landslide into grids to obtain multiple monitoring areas; the multiple monitoring areas include multiple first monitoring areas and multiple second monitoring areas; the first monitoring areas are the key evolution zones of the landslide; the second monitoring areas are the potential sliding zones located in the landslide. The parameter acquisition module 302 is used to acquire the basic parameters of the landslide, the spatiotemporal coupling degree, the velocity and acceleration of each monitoring area, and the corresponding block mass of each first monitoring area; the spatiotemporal coupling degree represents the correlation strength between the first monitoring area and the second monitoring area of ​​the landslide. The sliding surface connection determination module 303 is used to determine whether the landslide is a local sliding surface connection or an overall sliding surface connection based on the block mass corresponding to each first monitoring area, the velocity and acceleration of each monitoring area, the basic parameters of the landslide, and the spatiotemporal coupling degree. The early warning measure triggering module 304 is used to determine the early warning level based on the landslide judgment result and trigger the early warning response measures corresponding to the early warning level.

[0097] In some embodiments, the parameter acquisition module 302 includes: The displacement data acquisition submodule is used to acquire displacement data collected by displacement monitoring devices in each monitoring area. The velocity determination submodule is used to determine the velocity and acceleration of each monitoring area based on the displacement data of each monitoring area.

[0098] In some embodiments, the parameter acquisition module 302 includes: The block quality determination submodule is used to determine the block quality corresponding to each first monitoring area based on the basic parameters.

[0099] In some embodiments, the landslide delineation module 301 includes: The division scale determination submodule is used to determine the division scale of each monitoring area; The first monitoring area determination submodule is used to obtain the slip surface integrity coefficient of the landslide and determine the first monitoring area based on the slip surface integrity coefficient and the division scale; the first monitoring area is the area where the slip surface integrity coefficient is lower than the integrity coefficient threshold. The second monitoring area determination submodule is used to obtain the stability coefficient of the landslide and determine the second monitoring area in the stable area outside the landslide based on the stability coefficient and the division scale; the second monitoring area is the area where the stability coefficient is greater than or equal to the stability coefficient threshold.

[0100] In some embodiments, the partition scale determination submodule includes: The landslide parameter acquisition unit is used to acquire the volume of the landslide, the burial depth of the sliding surface, and the uniformity coefficient of the soil and rock mass. The uniformity coefficient of the soil and rock mass is based on the standard deviation of the density of the soil and rock mass of the landslide body and the average density of the soil and rock mass of the landslide body, and is obtained by measuring the density after uniformly distributing samples on the landslide body. The regional scale determination unit is used to determine the division scale of each monitoring area based on the landslide volume, sliding surface burial depth, and soil-rock uniformity coefficient of the landslide.

[0101] In some embodiments, the region scale determination unit includes: The monitoring area side length determination subunit is used to determine the side length of each monitoring area within a first side length threshold range when the landslide volume is less than or equal to a first volume threshold, the sliding surface depth is less than or equal to a first depth threshold, and the soil-rock homogeneity coefficient is less than or equal to a first homogeneity coefficient threshold; when the landslide volume is greater than the first volume threshold and less than or equal to a second volume threshold, the sliding surface depth is greater than the first depth threshold and less than or equal to the second depth threshold, and the soil-rock homogeneity coefficient is greater than the first homogeneity coefficient threshold and less than or equal to the second homogeneity coefficient threshold, the side length of each monitoring area is within a second side length threshold range; and when the landslide volume is greater than the second volume threshold, the sliding surface depth is greater than the second depth threshold, and the soil-rock homogeneity coefficient is greater than the second homogeneity coefficient threshold, the side length of each monitoring area is within a third side length threshold range.

[0102] In some embodiments, the plurality of monitoring areas further includes a plurality of third monitoring areas; the landslide delineation module 301 further includes: The third monitoring area determination submodule is used to determine the transition area between the first monitoring area and the second monitoring area, where the distance from the edge of the first monitoring area is within a threshold range and the slip surface integrity coefficient is within the integrity coefficient threshold range, based on the division scale and the slip surface integrity coefficient of the landslide.

[0103] In some embodiments, the parameter acquisition module 302 includes: The deformation length acquisition submodule is used to acquire the cumulative deformation of the third monitoring area, the spatial distance between the first and second monitoring areas, and the characteristic length of the landslide; the characteristic length of the landslide is the length of the longest axis of the landslide. The coefficient determination submodule is used to determine the time synchronization coefficient and the spatial correlation coefficient based on the velocity and acceleration of each monitoring area, the cumulative deformation of the third monitoring area, the spatial distance between the first and second monitoring areas, and the characteristic length of the landslide. The spatiotemporal coupling degree determination submodule is used to determine the spatiotemporal coupling degree based on the time synchronization coefficient and the spatial correlation coefficient.

[0104] In some embodiments, the basic parameters include the dry density of the soil and rock mass and the natural water content of the soil and rock mass; the block quality determination submodule includes: The block volume acquisition unit is used to acquire the block volume of each first monitoring area; The regional block quality determination unit is used to determine the corresponding block quality of each first monitoring area based on the block volume of each first monitoring area, the dry density of the soil and rock mass, and the natural water content of the soil and rock mass.

[0105] In some embodiments, the sliding surface penetration determination module 303 includes: The mechanical parameter determination submodule is used to determine the real-time mechanical parameters of the slip zone soil based on the velocity and acceleration of each monitoring area; The velocity threshold determination submodule is used to determine the acceleration threshold, velocity threshold and displacement acceleration threshold for each monitoring area based on the corresponding block mass of each first monitoring area, the basic parameters of the landslide and the real-time mechanical parameters of the slip zone soil. The landslide surface connectivity determination submodule is used to determine whether the landslide is a localized or overall connectivity based on the velocity and acceleration of each monitoring area, the acceleration threshold, velocity threshold, and displacement acceleration threshold of each monitoring area, as well as the spatiotemporal coupling degree.

[0106] In some embodiments, the mechanical parameter determination submodule includes: The mechanical parameter inversion unit is used to obtain the real-time mechanical parameters of the slip zone soil by inverting the objective function based on the velocity and acceleration of each monitoring area and Newton's second law. The consistency verification unit is used to input the real-time mechanical parameters of the slip zone soil obtained by inversion into numerical simulation software, perform forward simulation of displacement, velocity, and acceleration, and verify the consistency between the forward simulation results and the measured data. The mechanical parameter correction unit is used to correct the inversion objective function if the consistency between the forward modeling results and the measured data does not reach the consistency threshold, and then re-invert the real-time mechanical parameters of the slip zone soil through the corrected inversion objective function.

[0107] In some embodiments, the landslide surface penetration determination submodule includes: The velocity change determination unit is used to determine the velocity change, acceleration change, and displacement rate change of each monitoring area based on the velocity and acceleration of each monitoring area. The target comparison result determination unit is used to compare the velocity change, acceleration change, and displacement rate increase change of each monitoring area with the acceleration threshold, velocity threshold, and displacement rate increase threshold corresponding to each monitoring area to obtain the target comparison result. The local parameter feature acquisition unit is used to acquire multiple sets of local parameter combination features; each set of local parameter combination features includes the velocity change, acceleration change, and displacement rate increase change of each monitoring area, and the comparison results with the corresponding acceleration threshold, velocity threshold, and displacement rate increase threshold, respectively. The local slip surface connection determination unit is used to determine that the landslide is a local slip surface connection when the target comparison result matches any one of the multiple sets of local parameter combination features, the spatiotemporal coupling degree is within the first coupling degree threshold range, the cumulative deformation amount of the third monitoring area is less than or equal to the deformation threshold of the third monitoring area, and the duration of the comparison result of each monitoring area is not less than two consecutive monitoring cycles.

[0108] In some embodiments, the landslide surface penetration determination submodule includes: The overall parameter feature acquisition unit is used to acquire multiple sets of overall parameter combination features; each set of overall parameter combination features includes the velocity change, acceleration change, and displacement rate increase change of each monitoring area, and the comparison results with the corresponding acceleration threshold, velocity threshold, and displacement rate increase threshold, respectively. The overall slip surface connection determination unit is used to determine that the landslide is an overall slip surface connection when the target comparison result matches any one of the multiple sets of overall parameter combination features, the spatiotemporal coupling degree is within the second coupling degree threshold range, the cumulative deformation of the third monitoring area is greater than the deformation threshold of the third monitoring area, and the duration of the comparison result of each monitoring area is not less than two consecutive monitoring cycles.

[0109] As the apparatus embodiment is basically similar to the method embodiment, it is described in a relatively simple manner. For relevant details, please refer to the description of the method embodiment.

[0110] This invention also provides an electronic device, including: a processor, a memory, and a computer program stored in the memory and capable of running on the processor. When the computer program is executed by the processor, it implements the various processes of the landslide surface penetration early warning method embodiments described above and achieves the same technical effect. To avoid repetition, it will not be described again here.

[0111] This invention also provides a computer-readable storage medium storing a computer program. When the computer program is executed by a processor, it implements the various processes of the landslide surface penetration early warning method described above and achieves the same technical effect. To avoid repetition, it will not be described again here.

[0112] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of this application, and are not intended to limit them. Although this application has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some or all of the technical features therein. Such modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the scope of the technical solutions of the embodiments of this application.

Claims

1. A method for early warning of landslide slip surface penetration, characterized in that, The method includes: The landslide is divided into grids to obtain multiple monitoring areas; the multiple monitoring areas include multiple first monitoring areas and multiple second monitoring areas; the first monitoring areas are the key evolution zones of the landslide; the second monitoring areas are the potential sliding zones located within the landslide. The basic parameters of the landslide, the spatiotemporal coupling degree, the velocity and acceleration of each monitoring area, and the corresponding block mass of each first monitoring area are obtained; the spatiotemporal coupling degree characterizes the correlation strength between the first and second monitoring areas of the landslide. Based on the block mass corresponding to each first monitoring area, the velocity and acceleration of each monitoring area, the basic parameters of the landslide, and the spatiotemporal coupling degree, it is determined whether the landslide is a local sliding surface connection or an overall sliding surface connection. The warning level is determined based on the landslide assessment results, and the corresponding warning response measures are triggered.

2. The landslide surface penetration early warning method according to claim 1, characterized in that, The acquisition of velocity and acceleration in each monitoring area includes: Acquire displacement data for each monitoring area collected by displacement monitoring equipment in each monitoring area; Based on the displacement data of each monitoring area, the velocity and acceleration of each monitoring area are determined.

3. The landslide surface penetration early warning method according to claim 1, characterized in that, The step of obtaining the quality of the corresponding blocks in each first monitoring area includes: Based on the aforementioned basic parameters, the quality of each block corresponding to the first monitoring area is determined.

4. The landslide surface penetration early warning method according to claim 1, characterized in that, The landslide was divided into grids to obtain multiple monitoring areas, including: Determine the scale for dividing each monitoring area; Obtain the slip surface integrity coefficient of the landslide, and determine the first monitoring area based on the slip surface integrity coefficient and the division scale; the first monitoring area is the area where the slip surface integrity coefficient is lower than the integrity coefficient threshold. The stability coefficient of the landslide is obtained, and the second monitoring area is determined in the stable region outside the landslide based on the stability coefficient and the division scale; the second monitoring area is the region where the stability coefficient is greater than or equal to the stability coefficient threshold.

5. The landslide surface penetration early warning method according to claim 4, characterized in that, The determination of the division scale for each monitoring area includes: The volume, burial depth of the sliding surface, and uniformity coefficient of the soil and rock mass of the landslide are obtained. The uniformity coefficient of the soil and rock mass is based on the standard deviation of the density of the soil and rock mass of the landslide and the average density of the soil and rock mass of the landslide, and is obtained by measuring the density after uniformly distributing samples on the landslide. Based on the landslide volume, sliding surface depth, and soil-rock uniformity coefficient of the landslide, the division scale of each monitoring area is determined.

6. The landslide surface penetration early warning method according to claim 5, characterized in that, The determination of the division scale for each monitoring area based on the landslide volume, sliding surface depth, and soil-rock homogeneity coefficient of the landslide includes: When the volume of the landslide body is less than or equal to a first volume threshold, the burial depth of the sliding surface is less than or equal to a first burial depth threshold, and the uniformity coefficient of the soil and rock mass is less than or equal to a first uniformity coefficient threshold, the side length of each monitoring area is determined to be within the range of a first side length threshold. When the volume of the landslide body is greater than the first volume threshold and less than or equal to the second volume threshold, the burial depth of the sliding surface is greater than the first burial depth threshold and less than or equal to the second burial depth threshold, and the uniformity coefficient of the soil and rock mass is greater than the first uniformity coefficient threshold and less than or equal to the second uniformity coefficient threshold, the side length of each monitoring area is determined to be within the range of the second side length threshold. When the volume of the landslide body is greater than the second volume threshold, the burial depth of the sliding surface is greater than the second burial depth threshold, and the uniformity coefficient of the soil and rock mass is greater than the second uniformity coefficient threshold, the side length of each monitoring area is determined to be within the range of the third side length threshold.

7. The landslide surface penetration early warning method according to claim 4, characterized in that, The multiple monitoring areas also include multiple third monitoring areas; the process of dividing the landslide into grids to obtain multiple monitoring areas also includes: Based on the division scale and the slip surface integrity coefficient of the landslide, the transition area between the first monitoring area and the second monitoring area, where the distance from the edge of the first monitoring area is within a threshold range and the slip surface integrity coefficient is within the integrity coefficient threshold range, is determined as the third monitoring area.

8. The landslide surface penetration early warning method according to claim 7, characterized in that, The acquisition of spatiotemporal coupling degree includes: The cumulative deformation of the third monitoring area, the spatial distance between the first and second monitoring areas, and the characteristic length of the landslide are obtained; the characteristic length of the landslide is the length of the longest axis of the landslide. Based on the velocity and acceleration of each monitoring area, the cumulative deformation of the third monitoring area, the spatial distance between the first and second monitoring areas, and the characteristic length of the landslide, the time synchronization coefficient and the spatial correlation coefficient are determined. The spatiotemporal coupling degree is determined based on the time synchronization coefficient and the spatial correlation coefficient.

9. The landslide surface penetration early warning method according to claim 3, characterized in that, The basic parameters include the dry density and natural water content of the soil and rock mass; determining the mass of each block corresponding to the first monitoring area based on the basic parameters includes: Obtain the block volume of each first monitoring region; The mass of each block in the first monitoring area is determined based on the block volume of each first monitoring area, the dry density of the soil and rock mass, and the natural water content of the soil and rock mass.

10. The landslide surface penetration early warning method according to claim 1, characterized in that, The determination of whether a landslide is a locally connected or entirely connected landslide, based on the corresponding block mass of each first monitoring area, the velocity and acceleration of each monitoring area, the basic parameters of the landslide, and the spatiotemporal coupling degree, includes: Based on the velocity and acceleration of each monitoring area, the real-time mechanical parameters of the slip zone soil are determined; Based on the block mass of each first monitoring area, the basic parameters of the landslide and the real-time mechanical parameters of the slip zone soil, the acceleration threshold, velocity threshold and displacement acceleration threshold of each monitoring area are determined. Based on the velocity and acceleration of each monitoring area, the acceleration threshold, velocity threshold, and displacement rate increase threshold of each monitoring area, as well as the spatiotemporal coupling degree, it is determined whether the landslide is a localized or overall landslide.

11. The landslide surface penetration early warning method according to claim 10, characterized in that, The determination of real-time mechanical parameters of the slip zone soil based on the velocity and acceleration of each monitoring area includes: Based on the velocity and acceleration of each monitoring area and Newton's second law, the real-time mechanical parameters of the slip zone soil are obtained by inverting the objective function. The real-time mechanical parameters of the slip zone soil obtained by inversion are input into numerical simulation software, and displacement, velocity and acceleration are simulated in forward modeling to verify the consistency between the forward modeling results and the measured data. If the agreement between the forward modeling results and the measured data does not reach the agreement threshold, the inversion objective function is modified, and the real-time mechanical parameters of the slip zone soil are obtained by re-inversion using the modified inversion objective function.

12. The landslide surface penetration early warning method according to claim 10, characterized in that, The step of determining whether the landslide is a localized, continuous slip surface based on the velocity and acceleration of each monitoring area, the acceleration threshold, velocity threshold, and displacement rate increase threshold of each monitoring area, and the spatiotemporal coupling degree includes: Based on the velocity and acceleration of each monitoring area, determine the velocity change, acceleration change, and displacement rate change of each monitoring area; The velocity change, acceleration change, and displacement rate increase change of each monitoring area are compared with the acceleration threshold, velocity threshold, and displacement rate increase threshold corresponding to each monitoring area to obtain the target comparison result. Multiple sets of local parameter combination features are obtained; each set of local parameter combination features includes the velocity change, acceleration change, and displacement rate change of each monitoring area, and the comparison results with the corresponding acceleration threshold, velocity threshold, and displacement rate threshold, respectively. When the target comparison result matches any one of the multiple sets of local parameter combination features, the spatiotemporal coupling degree is within the first coupling degree threshold range, the cumulative deformation of the third monitoring area is less than or equal to the deformation threshold of the third monitoring area, and the comparison result of each monitoring area lasts for no less than two consecutive monitoring cycles, the landslide is determined to be a local sliding surface connection.

13. The landslide surface penetration early warning method according to claim 12, characterized in that, The step of determining whether the landslide is a continuous sliding surface based on the velocity and acceleration of each monitoring area, the acceleration threshold, velocity threshold, and displacement rate increase threshold of each monitoring area, and the spatiotemporal coupling degree includes: Obtain multiple sets of overall parameter combination features; each set of overall parameter combination features includes the velocity change, acceleration change, and displacement rate increase change of each monitoring area, and the comparison results with the corresponding acceleration threshold, velocity threshold, and displacement rate increase threshold, respectively; When the target comparison result matches any one of the multiple sets of overall parameter combination features, the spatiotemporal coupling degree is within the second coupling degree threshold range, the cumulative deformation of the third monitoring area is greater than the deformation threshold of the third monitoring area, and the comparison result of each monitoring area lasts for no less than two consecutive monitoring cycles, the landslide is determined to be a complete sliding surface.

14. A landslide surface penetration early warning device, characterized in that, The device includes: The landslide delineation module is used to divide the landslide into grids to obtain multiple monitoring areas; the multiple monitoring areas include multiple first monitoring areas and multiple second monitoring areas; the first monitoring areas are the key evolution zones of the landslide; the second monitoring areas are the potential sliding zones located within the landslide. The parameter acquisition module is used to acquire the basic parameters of the landslide, the spatiotemporal coupling degree, the velocity and acceleration of each monitoring area, and the mass of each block corresponding to the first monitoring area; the spatiotemporal coupling degree represents the correlation strength between the first monitoring area and the second monitoring area of ​​the landslide. The sliding surface connection determination module is used to determine whether the landslide is a local sliding surface connection or an overall sliding surface connection based on the block mass corresponding to each first monitoring area, the velocity and acceleration of each monitoring area, the basic parameters of the landslide, and the spatiotemporal coupling degree. The early warning measure triggering module is used to determine the early warning level based on the landslide judgment result and trigger the early warning response measures corresponding to the early warning level.

15. An electronic device, characterized in that, include: A processor, a memory, and a computer program stored in the memory and executable on the processor, wherein the computer program, when executed by the processor, implements the steps of the landslide surface penetration early warning method as described in any one of claims 1-13.

16. A computer-readable storage medium, characterized in that, The computer-readable storage medium stores a program that, when executed by a processor, implements the steps of the landslide surface penetration early warning method as described in any one of claims 1-13.

Images