A method for monitoring slope displacement based on Beidou positioning

Abstract

The application belongs to the technical field of slope displacement monitoring, and specifically discloses a kind of slope displacement monitoring method based on Beidou positioning, the method comprises: according to slope geological survey data, geological structure data and historical monitoring data, fixed monitoring point is laid out in stable area, and mobile monitoring point is dynamically initialized, the three-dimensional coordinates of each monitoring point are collected in real time, the slope displacement and settlement rate of mobile point relative to fixed point are calculated, the risk point and influence range are determined in combination with geological and historical data, the density and position of mobile monitoring point are dynamically adjusted based on risk influence range, and finally the slope displacement monitoring is carried out;The application lays out fixed monitoring point in stable monitoring area by combining slope geological survey data, geological structure data and last period monitoring data, and then avoids the coordinate distortion caused by the displacement of reference point, significantly improves the calculation accuracy of three-dimensional displacement data and the reliability of analysis result.

Description

TECHNICAL FIELD

[0001] The application belongs to the technical field of slope displacement monitoring, and relates to a slope displacement monitoring method based on Beidou positioning. BACKGROUND

[0002] A slope is a core geological structure of major projects such as highways, railways, mine exploitation, water conservancy hubs and building foundation pits, and its long-term stability directly determines the safety of project operation and surrounding life and property. Under the coupling action of natural factors and human factors, the slope is prone to progressive deformation, and if it is not monitored and warned in time, it may develop into a sudden geological disaster such as landslide and collapse, so it is necessary to accurately and efficiently monitor the displacement of the slope.

[0003] A Chinese invention patent with publication number CN112782724B discloses a slope safety three-dimensional monitoring device based on a Beidou positioning system, which comprises a background control center, a Beidou monitor, a Beidou base station, a bottom strain gauge and a bottom pressure sensor. The technical logic is that the background control center constructs a visual three-dimensional model of the slope, the bottom strain gauge is buried in the groove of the slope to collect rock-soil mass strain data, the bottom pressure sensor is placed in a preset pressure groove to obtain slope bearing pressure data, the Beidou monitor obtains slope layer space displacement data through satellite positioning, and finally the strain data, pressure data and displacement data are embedded in the three-dimensional model for intuitive display, aiming to realize high-precision three-dimensional monitoring, risk warning and emergency command of the slope.

[0004] The above prior art has the following deficiencies: 1. The prior art only sets the Beidou base station as the positioning reference, but does not filter the stable monitoring area in combination with the slope geological survey data, geological structure data and the last period monitoring data, thereby causing the Beidou base station to be arranged in an area prone to deformation or unstable geology, so that the reference coordinates of subsequent displacement monitoring are distorted, affecting the three-dimensional displacement calculation accuracy, and the reference cannot be provided for subsequent slope displacement analysis.

[0005] 2. The Beidou monitor in the prior art is not associated with the slope risk level, and the risk level is not divided according to the stability of the monitoring area, and the number and position of the monitoring points are not dynamically adjusted in combination with the subsequent determined risk influence range, thereby causing the problems of insufficient coverage of the monitoring points in the high-risk area and redundancy of the monitoring points in the low-risk area, so that it is difficult to adapt to the dynamic change characteristics of the slope deformation. SUMMARY

[0006] In view of this, in order to solve the problems raised in the background art, a slope displacement monitoring method based on Beidou positioning is proposed.

[0007] The object of the present application can be achieved by the following technical solutions: The present application provides a slope displacement monitoring method based on Beidou positioning, comprising: S1, according to the current slope geological survey data, geological structure data and the last period slope displacement monitoring data, each fixed monitoring point is arranged in the stable monitoring area, and then each mobile monitoring point is dynamically arranged according to the current slope geological survey data and the geological structure data.

[0008] S2, through the Beidou receiver arranged at each mobile monitoring point and each fixed monitoring point of the slope, the three-dimensional coordinate data of each mobile monitoring point and each fixed monitoring point is collected in real time.

[0009] S3, based on the three-dimensional coordinate data, the slope displacement and the slope settlement rate of each mobile monitoring point relative to the fixed monitoring point are calculated.

[0010] S4, according to the slope displacement and the slope settlement rate, combined with the historical slope displacement monitoring data, each risk point and each risk influence range are determined.

[0011] S5, based on each risk influence range, the arrangement of mobile monitoring points is dynamically adjusted, and the slope displacement monitoring is carried out after the arrangement of mobile monitoring points is completed.

[0012] Compared with the prior art, the present application has the following advantages: (1) the present application arranges fixed monitoring points in stable monitoring area by combining current slope geological survey data, geological structure data and last period slope displacement monitoring data, thereby avoiding the coordinate distortion caused by the displacement of the reference point, providing a stable and reliable spatial reference for subsequent displacement monitoring, and significantly improving the calculation accuracy of three-dimensional displacement data and the reliability of analysis results.

[0013] (2) the present application dynamically evaluates the risk level of each area based on the stability index, and adjusts the arrangement density and position of mobile monitoring points according to the risk level and influence range, realizes the accurate focusing of monitoring resources to high risk areas, effectively solves the problem of mismatching of monitoring resources in high and low risk areas, and comprehensively improves the capture efficiency and early warning ability of slope deformation dynamics.

[0014] (3) the present application calculates the monitoring area stability index by fusing the geological stability index, the geological structure stability index and the period stability index, and then quantifies the stability difference of different areas, provides objective and accurate data-driven decision support for the differentiated arrangement of fixed and mobile monitoring points, and overcomes the subjectivity and blindness of traditional experience arrangement method.

[0015] (4) The application intelligently identifies the monitoring sparse area in the risk area through a spatial interpolation algorithm, and guides the layout of the newly added monitoring points accordingly, so as to finally form a monitoring network that is comprehensive and reasonable in coverage and distribution, thereby ensuring that the monitoring points cover no blind area, improving the integrity and effectiveness of the slope displacement data acquisition, and providing a solid data basis for the slope stability analysis. BRIEF DESCRIPTION OF DRAWINGS

[0016] In order to more clearly illustrate the technical solutions of the embodiments of the application, the following will briefly introduce the drawings needed to be used in the description of the embodiments, and obviously, the drawings in the following description are only some embodiments of the application, and for those skilled in the art, other drawings can also be obtained without creative labor on the basis of these drawings.

[0017] Figure 1 The schematic diagram for connecting each step of the method of the application is shown.

[0018] Figure 2 The schematic diagram for connecting the fixed monitoring point layout step of the application is shown.

[0019] Figure 3 The schematic diagram for connecting the dynamic adjustment step of the mobile monitoring point layout of the application is shown. DETAILED DESCRIPTION

[0020] The technical solutions in the embodiments of the application will be described clearly and completely below with reference to the drawings in the embodiments of the application, and obviously, the described embodiments are only some of the embodiments of the application, but not all the embodiments. Based on the embodiments in the application, all other embodiments obtained by those skilled in the art without creative labor are within the protection scope of the application.

[0021] Please refer to Figure 1 As shown in the figure, the application provides a slope displacement monitoring method based on Beidou positioning, which comprises the following steps: S1, according to the current slope geological survey data, geological structure data and last period slope displacement monitoring data, each fixed monitoring point is laid out in the stable monitoring area, and then each mobile monitoring point is dynamically laid out according to the current slope geological survey data and geological structure data.

[0022] It should be noted that by fusing multi-source data to lay out the monitoring points, it is intended to avoid laying out the fixed monitoring points in the unstable geological area, to ensure the reliability of the reference coordinates, to focus the mobile monitoring points on the potential risk area, to reduce the redundancy in the low risk area, and to solve the problems of reference distortion and resource mismatch.

[0023] The dynamic arrangement of each mobile monitoring point is to solve the problem that the monitoring point arrangement in the traditional monitoring is one-time and cannot respond to the change of the internal stress state of the slope. By combining with the geological data, the monitoring force can be deployed in the potential risk area in advance, the monitoring is advanced, and the early capture ability of the dangerous situation is improved.

[0024] Please refer to Figure 2 As shown in the figure, the fixed monitoring point arrangement includes: dividing the slope area into each monitoring area according to a preset interval, then obtaining the geological composition of each monitoring area from the current geological survey data of the slope, and obtaining the rock layer dip angle and slope angle of each monitoring area from the geological structure data, and obtaining the slope displacement and slope settlement rate of each monitoring area from the last period of slope displacement monitoring data.

[0025] The monitoring area is divided by a preset interval to ensure that the monitoring area covers the whole slope and avoids missing the key area.

[0026] The monitoring area in which the geological composition is a whole hard rock or dense old clay layer, the rock layer dip angle and the slope angle are less than the preset threshold value respectively, and the slope displacement and the slope settlement rate are less than the preset threshold value respectively, is selected as each stable monitoring area.

[0027] It should be noted that the preset rock layer dip angle threshold value refers to the maximum rock layer dip angle critical value at which the slope maintains its structural stability and is not prone to bedding sliding. The preset slope angle threshold value refers to the maximum slope gradient critical value at which the slope composed of whole hard rock or dense old clay layer maintains natural stability without external load disturbance. The preset slope displacement threshold value refers to the maximum cumulative slope displacement critical value allowed to occur in the stable state of the monitoring area of the whole hard rock or dense old clay layer. The preset slope settlement rate threshold value refers to the maximum daily average slope settlement rate critical value allowed to occur in the stable state of the monitoring area of the whole hard rock or dense old clay layer.

[0028] The preset rock layer dip angle threshold value and the preset slope angle threshold value are determined based on the industry standard benchmark range. The preset slope displacement threshold value and the preset slope settlement rate threshold value are obtained based on historical monitoring data statistics. The specific statistical steps are: extracting the slope displacement monitoring data in the preset year period of the slope area from the historical slope displacement monitoring data, then extracting the non-risk monitoring point data of the whole hard rock or dense old clay layer with no signs of slope instability, calculating the 95% quantile as the initial threshold value of the slope displacement based on the stable period slope displacement data, and calculating the 90% quantile as the initial threshold value of the slope settlement rate based on the stable period slope settlement rate data, to quantify the upper limit of deformation in the stable state.

[0029] The initial threshold of the slope displacement amount is selected as the 95th percentile because the slope displacement amount is the cumulative static deformation of the slope, and needs to strictly cover stable data. The 95th percentile covers 95% of the normal data in the slope displacement amount data during the stable period, and only excludes 5% of the extreme normal data, which avoids misjudging the stable area due to a too low threshold, and also excludes deformation values that are close to risk. The initial threshold of the slope settlement rate is selected as the 90th percentile because the slope settlement rate is the dynamic deformation trend of the slope, and needs to consider both stability and sensitivity. The 90th percentile covers 90% of the normal data in the rate data during the stable period, and only excludes 10% of the slightly accelerated normal data, which covers most stable rates and can also identify early signs of rate trends close to risk, adapting to the stable determination needs of dynamic trends and early attention.

[0030] If there is a stable monitoring area, the number of stable monitoring areas is counted, and fixed monitoring points are arranged in combination with the number of stable monitoring areas.

[0031] Further, the fixed monitoring point arrangement includes: if the number of stable monitoring areas is greater than or equal to a value of 3, the center position of each stable monitoring area is taken as a fixed monitoring point.

[0032] If the number of stable monitoring areas is less than a value of 3, the stable monitoring area is equally divided into sub-areas greater than or equal to a value of 3, and then the center position of each sub-area is taken as a fixed monitoring point.

[0033] It should be noted that the core purpose of arranging fixed monitoring points in stable monitoring areas is to build a reliable displacement monitoring reference network. The fixed monitoring point serves as a reference benchmark for displacement calculation, and its coordinate accuracy directly determines the calculation accuracy of the slope displacement amount of the mobile monitoring point. Among them, arranging more than or equal to 3 fixed monitoring points is the minimum reliable number for building a plane and space reference. At least 3 non-collinear points are needed to determine a unique plane rectangular coordinate system. If the number of stable monitoring areas is greater than or equal to 3, the center position can be directly taken as 3 or more non-collinear fixed points to form a stable reference triangular network, effectively avoiding coordinate system ambiguity caused by too few points. At the same time, the fixed monitoring point needs to eliminate its own small deformation through coordinate comparison between multiple points. Three or more fixed points can correct single point error through multiple point mutual calibration to improve the stability of the reference coordinate. If the number is less than 3, only single point repeated observation can be used for verification, which cannot effectively eliminate systematic errors, resulting in a decrease in the displacement calculation accuracy of the mobile monitoring point.

[0034] If there is no stable monitoring area, generate a stability index for each monitoring area based on the current slope geological survey data, geological structure data, and last period slope displacement monitoring data of each monitoring area.

[0035] Further, the generating the stability index of each monitoring area comprises: matching the geological composition of each monitoring area with the geological composition corresponding to each geological stability index to obtain the geological stability index of each monitoring area.

[0036] It should be noted that the geological composition corresponding to each geological stability index refers to the mapping relationship between different types of rock-soil mass geological composition and its geological stability index. The geological composition refers to the type of rock-soil mass identified by geological exploration means, including but not limited to monolithic hard rock, dense old clay layer, strongly weathered rock layer, moderately weathered rock layer, gravel soil, loose silty clay, and fill soil. The geological stability index is a normalized value, which is used to quantitatively represent the inherent and relative stability degree of a certain geological composition in a natural state. The higher the value, the more stable the physical and mechanical properties of the rock-soil mass, and the stronger the anti-deformation ability. The geological composition corresponding to each geological stability index is the mapping relationship between the geological composition and the geological stability index, which is established based on the recommended values of the physical and mechanical properties of various rock-soil masses in industry standards and combined with local engineering experience.

[0037] The rock layer inclination is compared with a preset rock layer inclination threshold value. If the rock layer inclination is less than the preset rock layer inclination threshold value, the value 1 is taken as the rock layer inclination stability index. Otherwise, the ratio of the preset rock layer inclination threshold value to the rock layer inclination is taken as the rock layer inclination stability index, and then the rock layer inclination stability index of each monitoring area is obtained.

[0038] It should be noted that the preset rock layer inclination threshold value refers to a critical angle value for determining whether the rock layer inclination is in a stable state. The threshold value is determined based on the engineering geological characteristics and stability requirements of the rock mass, and is usually set based on the rock mass mechanics theory in industry technical specifications and specific engineering experience.

[0039] The slope angle stability index of each monitoring area is analyzed in the same way as the rock layer inclination stability index, and the minimum value of the rock layer inclination stability index and the slope angle stability index is taken as the geological structure stability index of each monitoring area.

[0040] The historical average slope displacement and the historical average slope settlement rate of each monitoring area in a stable state are extracted from the monitoring data of the last period, and are compared with the current slope displacement and the current slope settlement rate in the current geological exploration data of the slope, respectively, to calculate the period stability index of each monitoring area.

[0041] It should be noted that the calculation of the period stability index comprises: if the current slope displacement is less than or equal to the historical average value, 1 is taken as the period slope displacement stability index.

[0042] If the current slope displacement is greater than the average of the historical slope displacement, the ratio of the average of the historical slope displacement to the current slope displacement is taken as the periodical slope displacement stability index.

[0043] If the current slope settlement rate is less than or equal to the average of the historical slope settlement rate, 1 is taken as the periodical slope settlement rate stability index.

[0044] If the current slope settlement rate is greater than the average of the historical slope settlement rate, the ratio of the average of the historical slope settlement rate to the current slope settlement rate is taken as the periodical slope settlement rate stability index.

[0045] The minimum value of the periodical slope displacement stability index and the periodical slope settlement rate stability index is taken as the periodical stability index.

[0046] The core purpose of the calculation method is to highlight the short board of stability. If the slope displacement of a certain monitoring area meets the standard but the slope settlement rate exceeds the standard, the final periodical stability index is determined by the short board parameter, ensuring that the index can comprehensively reflect the dynamic stability state of the monitoring area and provide accurate dynamic dimension basis for subsequent weighted fusion of stability indexes.

[0047] The geological stability index, the geological structure stability index and the periodical stability index are weighted and fused to calculate the stability index of each monitoring area.

[0048] It should be noted that the stability index of each monitoring area is calculated by multiplying the geological stability index, the geological structure stability index and the periodical stability index by their influence weights, and then adding the product results to obtain the stability index of each monitoring area.

[0049] Through the above weighted fusion calculation, on the one hand, the corresponding weight can be allocated according to the actual influence of different indexes on the slope stability, reflecting the contribution difference of each dimension stability factor to the comprehensive stability, which is especially suitable for reflecting the different importance of geological conditions, structural characteristics and dynamic deformation in the three. On the other hand, the multi-source and heterogeneous stability indexes can be fused into a unified comprehensive evaluation value, realizing the quantitative comprehensive evaluation of the slope area stability state and avoiding the limitations of single index evaluation.

[0050] The influence weight can be pre-set according to the slope engineering geological characteristics, monitoring target and industry standard requirements, or determined by statistical analysis based on historical engineering data. For example, historical slope stability data and their corresponding index values are collected, and the contribution of each index to the slope stability state is determined through correlation analysis, regression analysis or principal component analysis, and then the influence weight of the geological stability index, the geological structure stability index and the periodical stability index is obtained by normalization processing, and the sum of the influence weights is 1. In this way, the stability index is accurately quantified.

[0051] The monitoring area corresponding to the maximum value in the stability index is selected as the fixed monitoring point deployment area. Then, the area is divided into sub-areas at equal intervals, and fixed monitoring points are deployed at the center of each sub-area.

[0052] For example, the dynamic deployment of each mobile monitoring point includes: matching the stability index with the stability index interval corresponding to each risk level to obtain the risk level of each monitoring area.

[0053] It should be added that the stability index intervals corresponding to each risk level refer to dividing the numerical range of the comprehensive stability index into several continuous intervals, each interval corresponding to a specific slope risk level, used to quantitatively and standardizedly assess and characterize the potential risk level of different areas. The determination of these intervals is based on the stability requirements, safety specifications, and historical disaster data of slope engineering. The acquisition method involves: collecting historical slope monitoring data and corresponding instability cases, statistically analyzing the actual occurrence rate of slope instability within different stability index ranges, and determining the optimal critical point for dividing the risk levels through probability statistics, cluster analysis, or machine learning algorithms, thereby accurately quantifying the stability index intervals corresponding to each risk level.

[0054] Based on the number of monitoring points corresponding to the risk level of each monitoring area, mobile monitoring points are deployed at equal intervals.

[0055] It should be added that the number of monitoring points corresponding to the risk level refers to the standard number of mobile monitoring points required per unit area for monitoring areas of different risk levels, based on their risk level, area size and monitoring accuracy requirements. This number is a key quantitative bridge connecting risk level determination and the equidistant deployment of mobile monitoring points.

[0056] The equidistant deployment of each mobile monitoring point includes: if the monitoring area is of a regular shape, the area is divided equally according to the number of rows and columns. If the monitoring area is of an irregular shape, the circumscribed rectangle of the area is first determined, and preliminary points are generated equidistantly within the rectangle according to the number of points. Then, points that exceed the boundary of the monitoring area are removed, and empty points within the boundary are added to ensure that the final number of points is consistent with the number of monitoring points and is evenly distributed.

[0057] S2. Real-time acquisition of three-dimensional coordinate data of each mobile monitoring point and each fixed monitoring point is achieved by using Beidou receivers deployed at each mobile monitoring point and each fixed monitoring point on the slope.

[0058] It should be added that the acquisition of three-dimensional coordinates through the BeiDou receiver takes advantage of the BeiDou system’s advantages of multi-satellite visibility, anti-blocking, and high static positioning accuracy, to make up for the shortcomings of GPS in complex terrain, such as weak signal and poor accuracy, and to achieve high-precision coordinate acquisition across the entire area.

[0059] S3. Based on the three-dimensional coordinate data, calculate the slope displacement and slope settlement rate of each moving monitoring point relative to its fixed monitoring point.

[0060] It should be added that calculating slope displacement and slope settlement rate describes slope deformation from two dimensions: static displacement and dynamic rate, avoiding misjudgment based on a single parameter.

[0061] For example, the calculation of the slope displacement of each moving monitoring point and its relative fixed monitoring point includes: obtaining the straight-line distance between each moving monitoring point and each fixed monitoring point from the three-dimensional coordinate data.

[0062] Extract the fixed monitoring point corresponding to the minimum value from the straight-line distance, and use it as the relative fixed monitoring point of each moving monitoring point. Also, obtain the initial and current three-dimensional coordinates of each displacement monitoring point and its relative fixed monitoring point from the three-dimensional coordinate data.

[0063] The difference between the current three-dimensional coordinates and the corresponding initial three-dimensional coordinates is obtained by subtracting the current three-dimensional coordinates from the three-dimensional coordinates of each moving monitoring point and its relative fixed monitoring point.

[0064] Based on the three-dimensional coordinate difference, the slope displacement of each moving monitoring point relative to the fixed monitoring point is calculated using the Euclidean norm formula.

[0065] For example, the calculation of the slope settlement rate of each mobile monitoring point and its relative fixed monitoring point includes: obtaining the slope settlement amount of each mobile monitoring point and its relative fixed monitoring point within a preset time period from the three-dimensional coordinate difference.

[0066] Divide the slope settlement amount by the duration of the preset time period to obtain the slope settlement rate of each moving monitoring point and its relative fixed monitoring point.

[0067] S4. Based on the slope displacement and slope settlement rate, and combined with historical slope displacement monitoring data, determine each risk point and the scope of each risk's impact.

[0068] It should be added that combining geological and historical data to determine risk points and their impact range is to overcome the potential for false alarms and missed alarms that may occur when relying solely on instantaneous displacement data. Geological structural data provides the intrinsic mechanism of risk evolution, while historical data provides the trend of risk evolution. Combining the two can significantly improve the accuracy of risk identification and avoid missed risk assessments caused by relying solely on current data.

[0069] For example, determining each risk point includes: obtaining the slope displacement and slope settlement rate of each non-risk historical monitoring point from historical slope displacement monitoring data, and then extracting the slope displacement and slope settlement rate corresponding to the maximum value as reference slope displacement and reference slope settlement rate, respectively.

[0070] It's important to note that selecting the maximum value from non-risk historical monitoring points as the benchmark essentially uses the maximum acceptable deformation that has occurred historically but hasn't yet triggered a disaster as the upper limit of the safety threshold. The logic is that if the current slope displacement or settlement rate at any monitoring point exceeds this historical maximum, it means that its deformation behavior has exceeded the system's previous normal experience range, thus triggering a risk warning. This method ensures that the judgment benchmark is based on actual observation data, rather than theoretical assumptions, improving the practicality and reliability of the warning.

[0071] The slope displacement and slope settlement rate are compared with their reference values.

[0072] Monitoring points where the slope displacement is greater than that of the reference slope or the slope settlement rate is greater than that of the reference slope are designated as risk points.

[0073] For example, determining the scope of each risk's impact includes: generating an initial impact area for each risk point with a preset radius, centered on the three-dimensional coordinates of each risk point.

[0074] Calculate the spatial distance between each risk point and compare it with a preset merging threshold. Then, merge the risk impact areas corresponding to risk points whose spatial distance is less than the preset merging threshold to obtain the impact range of each risk.

[0075] It should be added that the calculation of the spatial distance between each risk point refers to the calculation of the straight-line distance between two points based on the three-dimensional coordinate data of each risk point and using the Euclidean distance formula.

[0076] The preset merging threshold refers to the maximum spatial distance threshold used to determine whether two risk points belong to the same risk cluster. It is obtained as follows: Distribution data of risk points in historical slope instability cases are obtained from historical slope displacement monitoring data; the coordinates of all risk points ultimately determined to belong to the same landslide body or the same risk area are extracted. For each historical instability case, the spatial distance between all pairs of risk points within it is calculated. The spatial distances of multiple historical cases are collected, and their average value is used as the preset merging threshold.

[0077] S5. Based on the scope of each risk impact, dynamically adjust the layout of mobile monitoring points, and conduct slope displacement monitoring after the mobile monitoring points are deployed.

[0078] It should be added that dynamically adjusting the mobile monitoring points is to adapt to the dynamic nature of slope deformation, thereby increasing the density of monitoring points in high-risk areas and simplifying them in low-risk areas, thus improving monitoring efficiency and cost-effectiveness.

[0079] Please see Figure 3As shown, exemplarily, the dynamic adjustment of the deployment of mobile monitoring points includes: projecting each risk impact range onto the slope area, and combining each monitoring area. If the risk impact range is entirely located within a single monitoring area, then the risk level of the single monitoring area is used as the risk level of the risk impact range.

[0080] If the scope of risk impact belongs to multiple monitoring areas, the risk level with the highest risk level among the multiple monitoring areas is selected as the risk level of the scope of risk impact, and thus the risk level of each scope of risk impact is obtained.

[0081] Based on the risk level and area corresponding to each risk impact range, calculate the theoretical number of mobile monitoring points required within each risk impact range.

[0082] It should be added that the theoretically required number of monitoring points includes obtaining the baseline density through a pre-stored risk level-to-baseline density mapping table in the system. This mapping table defines the minimum number of monitoring points required per unit area under different risk levels; the higher the risk level, the greater the density value. The density value is determined based on industry monitoring standards, historical engineering experience, or by analyzing the relationship between historical hazard data and effective monitoring density.

[0083] For example, in the baseline density mapping table, the baseline density corresponding to the low-risk level can be set to 1 point / 100m², the medium-risk level to 1 point / 50m², and the high-risk level to 1 point / 20m².

[0084] Multiplying the baseline density by the area yields the theoretical number of monitoring points for the region. The result is typically rounded up to ensure sufficient monitoring resources.

[0085] Obtain the current number of mobile monitoring points within each risk impact range, compare the theoretical required number with the current number of mobile monitoring points, and obtain the adjusted number of mobile monitoring points.

[0086] If the number of mobile monitoring points is adjusted to be greater than zero, the distribution uniformity of existing monitoring points within the range is analyzed by spatial interpolation algorithm to identify key areas where existing monitoring points are sparsely distributed or not covered, and new mobile monitoring points are added in a number equal to the adjusted number of mobile monitoring points. Otherwise, the current deployment of mobile monitoring points within the risk impact range is maintained.

[0087] It should be added that the spatial interpolation algorithm can employ the inverse distance weighting (IDW) method. This algorithm is based on the first law of geography, assuming that the value of an unknown point is most affected by nearby known points, and that the degree of influence is inversely proportional to the distance. After interpolation using the IDW algorithm, a continuous monitoring density distribution map can be generated. Areas with lower density values ​​are key areas that are sparsely distributed or not covered. This visualization method overcomes the subjectivity of manual judgment, provides accurate data support for the placement of new monitoring points, and ensures the scientific nature of the adjustments.

[0088] The above embodiments can be implemented, in whole or in part, by software, hardware, firmware, or any other combination thereof. When implemented using software, the above embodiments can be implemented, in whole or in part, in the form of a computer program product.

[0089] Those skilled in the art will recognize that the modules and algorithm steps of the various examples described in conjunction with the embodiments disclosed herein can be implemented in electronic hardware, or a combination of computer software and electronic hardware. Whether these functions are implemented in hardware or software depends on the specific application and design constraints of the technical solution. Those skilled in the art can use different methods to implement the described functions for each specific application, but such implementation should not be considered beyond the scope of this application.

[0090] In addition, the functional modules in the various embodiments of this application can be integrated into one processing module, or each module can exist physically separately, or two or more modules can be integrated into one module.

[0091] The above description is merely a specific embodiment of this application, but the scope of protection of this application is not limited thereto. Any variations or substitutions that can be easily conceived by those skilled in the art within the scope of the technology disclosed in this application should be included within the scope of protection of this application. Therefore, the scope of protection of this application should be determined by the scope of the claims.

[0092] Finally, the above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the protection scope of the present invention.

Claims

1. A method for monitoring slope displacement based on Beidou positioning, characterized in that: The method comprises: S1, according to the current geological survey data of the slope, the geological structure data and the last period slope displacement monitoring data, each fixed monitoring point is arranged in the stable monitoring area, and then each mobile monitoring point is dynamically arranged according to the current geological survey data and the geological structure data of the slope; S2, through the Beidou receiver arranged at each mobile monitoring point and each fixed monitoring point of the slope, the three-dimensional coordinate data of each mobile monitoring point and each fixed monitoring point is collected in real time; S3, based on the three-dimensional coordinate data, the slope displacement and the slope settlement rate of each mobile monitoring point relative to the fixed monitoring point are calculated; S4, according to the slope displacement and the slope settlement rate, combined with the historical slope displacement monitoring data, each risk point and each risk influence range are determined; S5, based on each risk influence range, the arrangement of the mobile monitoring point is dynamically adjusted, and the slope displacement monitoring is carried out after the mobile monitoring point is arranged; The arrangement of each fixed monitoring point comprises: the slope area is divided into each monitoring area according to the preset interval, then the geological composition of each monitoring area is obtained from the current geological survey data of the slope, and the rock layer inclination and the slope angle of each monitoring area are obtained from the geological structure data, and the slope displacement and the slope settlement rate of each monitoring area are obtained from the last period slope displacement monitoring data; the monitoring area whose geological composition is whole hard rock or dense old clay layer, and the rock layer inclination and the slope angle are less than the preset threshold value respectively, and the slope displacement and the slope settlement rate are less than the preset threshold value respectively, is selected as each stable monitoring area; if there is a stable monitoring area, the number of stable monitoring areas is counted, and the fixed monitoring point arrangement is carried out combined with the number of stable monitoring areas; if there is no stable monitoring area, the stability index of each monitoring area is generated based on the current geological survey data of the slope, the geological structure data and the last period slope displacement monitoring data of each monitoring area; the monitoring area corresponding to the maximum value in the stability index is selected as the fixed monitoring point arrangement area, then the area is equally divided into each sub area, and the fixed monitoring point is arranged at the center position of each sub area.

2. The method according to claim 1, wherein the method is characterized by: The fixed monitoring point arrangement comprises: If the number of stable monitoring areas is greater than or equal to 3, the center position of each stable monitoring area is taken as the fixed monitoring point; If the number of stable monitoring areas is less than 3, the stable monitoring area is equally divided into a sub area greater than or equal to 3, and then the center position of each sub area is taken as the fixed monitoring point.

3. The method of claim 1, wherein the method is based on Beidou positioning. The stability index of each monitoring area comprises: The geological composition of each monitoring area is matched with the corresponding geological composition of each geological stability index, and the geological stability index of each monitoring area is obtained; The rock layer inclination is compared with the preset rock layer inclination threshold value, if the rock layer inclination is less than the preset rock layer inclination threshold value, the value 1 is taken as the rock layer inclination stability index, otherwise, the ratio of the preset rock layer inclination threshold value to the rock layer inclination is taken as the rock layer inclination stability index, and then the rock layer inclination stability index of each monitoring area is obtained; The slope angle stability index of each monitoring area is analyzed in the same way as the rock stratum dip angle stability index, and the minimum value of the rock stratum dip angle stability index and the slope angle stability index is taken as the geological structure stability index of each monitoring area; The average value of the historical slope displacement and the average value of the historical slope settlement rate of each monitoring area in a stable state are extracted from the monitoring data of the last period, and are compared with the current slope displacement and the current slope settlement rate in the current geological survey data of the slope, respectively, to calculate the period stability index of each monitoring area; The minimum value of the period slope displacement stability index and the period slope settlement rate stability index is selected as the period stability index; The geological stability index, the geological structure stability index and the period stability index are weighted and fused to calculate the stability index of each monitoring area.

4. The method according to claim 3, wherein the method is characterized by: The dynamic arrangement of each mobile monitoring point comprises: The stability index of each monitoring area is matched with the stability index interval corresponding to each risk level to obtain the risk level of each monitoring area; Based on the number of monitoring points corresponding to the risk level of each monitoring area, each mobile monitoring point is arranged equidistantly.

5. The method of claim 1, wherein the method is based on Beidou positioning. The calculation of the slope displacement of each mobile monitoring point and its relative fixed monitoring point comprises: The straight-line distance between each mobile monitoring point and each fixed monitoring point is obtained from the three-dimensional coordinate data; The fixed monitoring point corresponding to the minimum value is extracted from the straight-line distance as the relative fixed monitoring point of each mobile monitoring point, and the initial three-dimensional coordinates and the current three-dimensional coordinates of each mobile monitoring point and its relative fixed monitoring point are obtained from the three-dimensional coordinate data; The current three-dimensional coordinates and the corresponding initial three-dimensional coordinates are subtracted to obtain the three-dimensional coordinate difference between each mobile monitoring point and its relative fixed monitoring point; Based on the three-dimensional coordinate difference, the slope displacement of each mobile monitoring point and its relative fixed monitoring point is calculated by the Euclidean norm formula.

6. The method according to claim 5, wherein the method is a method for monitoring slope displacement based on Beidou positioning. The calculation of the slope settlement rate of each mobile monitoring point and its relative fixed monitoring point comprises: The slope settlement amount of each mobile monitoring point and its relative fixed monitoring point in a preset time period is obtained from the three-dimensional coordinate difference; The slope settlement rate of each mobile monitoring point and its relative fixed monitoring point is obtained by dividing the slope settlement amount by the length of the preset time period.

7. The method of claim 1, wherein the method is based on Beidou positioning. The determination of each risk point comprises: The slope displacement and the slope settlement rate of each non-risk historical monitoring point are obtained from the historical slope displacement monitoring data, and the maximum value of the slope displacement and the slope settlement rate is extracted as the reference slope displacement and the reference slope settlement rate, respectively; The slope displacement and the slope settlement rate are compared with their reference values, respectively; The monitoring point with the slope displacement greater than the reference slope displacement or the slope settlement rate greater than the reference slope settlement rate is taken as each risk point.

8. The method of claim 1, wherein the method is based on Beidou positioning. The determination of each risk influence range comprises: The initial influence area of each risk point is generated with the three-dimensional coordinate position of each risk point as the center and with a preset radius, respectively; The spatial distance between each risk point is calculated and compared with a preset merging threshold, and the risk influence areas corresponding to the risk points with a spatial distance less than the preset merging threshold are merged to obtain each risk influence range.

9. The method according to claim 4, characterized in that: The dynamic adjustment of the layout of the mobile monitoring points comprises: projecting each risk influence range into the slope region, combining each monitoring region, if the risk influence range is completely located in a single monitoring region, taking the risk grade of the single monitoring region as the risk grade of the risk influence range; if the risk influence range belongs to multiple monitoring regions, taking the highest risk grade of the multiple monitoring regions as the risk grade of the risk influence range, and then obtaining the risk grade of each risk influence range; calculating the theoretical required number of mobile monitoring points in each risk influence range according to the risk grade corresponding to each risk influence range and the area thereof; obtaining the current number of mobile monitoring points in each risk influence range, comparing the theoretical required number with the current number of mobile monitoring points, and obtaining the adjusted number of mobile monitoring points; if the adjusted number of mobile monitoring points is greater than zero, analyzing the uniformity of the distribution of the existing monitoring points in the range through a spatial interpolation algorithm, identifying a key region where the existing monitoring points are sparse or not covered, and adding a new mobile monitoring point whose number is equal to the adjusted number of mobile monitoring points, otherwise, maintaining the current layout of the mobile monitoring points in the risk influence range.

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