A highway slope geological disaster early warning method and system

Abstract

The application provides a highway side slope geological disaster early warning method and system, and belongs to the technical field of geological survey monitoring, and comprises the following steps: obtaining the side slope soil theoretical displacement of each key monitoring point at each monitoring moment according to the change condition of the effective displacement amount of the key monitoring point in a rain-free period and the side slope moisture penetration characteristic value; obtaining the structure damage degree of each key monitoring point at the current monitoring moment according to the difference condition between the side slope soil theoretical displacement of the key monitoring point at each monitoring moment and the effective displacement amount and the side slope moisture penetration characteristic value; and early warning of the geological disaster of the highway side slope based on the structure damage degree. The application effectively avoids the interference of the traffic noise of the highway and the wet swelling physical property of the side slope soil, and thus improves the accuracy and foresight of the side slope geological disaster early warning.

Description

Technical Field

[0001] This invention belongs to the field of geological surveying and monitoring technology, specifically relating to a method and system for early warning of geological disasters on highway slopes. Background Technology

[0002] With the acceleration of urbanization and the continuous development of transportation infrastructure, highway construction, while promoting economic development, also faces increasing threats from geological disasters. Due to their unique geographical location and environmental conditions, highway slopes are susceptible to natural factors such as rainfall, earthquakes, and weathering, leading to geological disasters such as slope instability, landslides, and collapses. These disasters not only seriously affect highway traffic safety but can also cause casualties and property damage. Therefore, timely and effective early warning for highway slopes is particularly important.

[0003] Existing slope early warning systems typically involve deploying displacement sensors and environmental monitoring instruments on the slope surface to monitor indicators such as slope displacement, displacement rate, and rainfall in real time. When the monitored values ​​reach preset fixed thresholds, the system automatically issues an early warning signal.

[0004] Because highway slope soil has the physical property of expanding when wet and shrinking when dry, heavy rainfall can cause the soil volume to expand in a recoverable manner. This deformation displacement is a normal physical response rather than structural damage. However, existing technology makes it difficult to distinguish between such normal slope movement and irreversible sliding movement caused by geological structural damage, which leads to frequent false alarms during the rainy season. Summary of the Invention

[0005] To address the aforementioned technical problems, this invention provides a method and system for early warning of geological disasters on highway slopes.

[0006] To achieve the above objectives, the present invention provides the following technical solution: The three-dimensional displacement coordinates, rainfall, and slope inclination of each key monitoring point on the highway slope at each monitoring time are obtained. By preprocessing the sequence of three-dimensional displacement coordinates of the key monitoring points and removing high-frequency vibration signals generated by vehicle traffic, the effective displacement of the key monitoring points is obtained. Based on the changes in rainfall at each key monitoring point within the historical impact time range corresponding to the current monitoring time, the infiltration attenuation coefficient of the key monitoring point at the current monitoring time is obtained; based on the infiltration attenuation coefficient and slope inclination of each key monitoring point, the slope water infiltration characteristic value of each key monitoring point at the current monitoring time is obtained. Based on the changes in the effective displacement of each key monitoring point during a preset period without rainfall, and the slope water infiltration characteristic value, the theoretical displacement of the slope at each key monitoring point at the current monitoring time is obtained; based on the difference between the theoretical displacement and the effective displacement of the slope at each key monitoring point, the displacement deviation rate of the key monitoring point at the current monitoring time is obtained; based on the displacement deviation rate and the slope water infiltration characteristic value, the degree of structural damage at each key monitoring point at the current monitoring time is obtained. Early warning of geological disasters on highway slopes is provided based on the degree of structural damage at the key monitoring points.

[0007] Preferably, obtaining the infiltration attenuation coefficient of each key monitoring point at the current monitoring time based on the changes in rainfall within the historical impact time range corresponding to the current monitoring time includes: Obtain the historical impact time range of the current monitoring moment; A pore water pressure gauge is installed at the i-th key monitoring point to obtain the water pressure value in the pores of the i-th key monitoring point at each monitoring time within the historical influence time range of the current monitoring time. The sequence of water pressure values ​​in the pores of the i-th key monitoring point at all monitoring times within the historical influence time range of the current monitoring time is denoted as the historical water pressure sequence in the pores of the i-th key monitoring point at the current monitoring time. The sequence of rainfall at all monitoring times within the historical impact time range of the i-th key monitoring point at the current monitoring time is denoted as the historical rainfall sequence of the i-th key monitoring point at the current monitoring time. The Pearson correlation coefficient between the historical water pressure sequence in the internal pores of the i-th key monitoring point at the current monitoring time and the historical rainfall sequence of the i-th key monitoring point at the current monitoring time is denoted as the infiltration attenuation coefficient of the i-th key monitoring point at the current monitoring time.

[0008] Preferably, obtaining the historical impact time range of the current monitoring moment includes: Preset a time parameter The closest time before the current monitoring time Each monitoring moment constitutes a time range, which is denoted as the historical impact time range of the current monitoring moment.

[0009] Preferably, obtaining the slope water infiltration characteristic value of each key monitoring point at the current monitoring time based on the infiltration attenuation coefficient and slope inclination of each key monitoring point includes: The product of the rainfall, infiltration attenuation coefficient, and sine value of slope inclination angle at the j-th monitoring time within the historical influence time range of the i-th key monitoring point at the current monitoring time is recorded as the slope water infiltration characteristic factor of the i-th key monitoring point at the j-th monitoring time. The sum of the slope water infiltration characteristic factors of the i-th key monitoring point within the historical influence time range at the current monitoring time is taken as the slope water infiltration characteristic value of the i-th key monitoring point at the current monitoring time.

[0010] Preferably, the step of obtaining the theoretical displacement of the slope at the current monitoring time for each key monitoring point based on the changes in the effective displacement of each key monitoring point during a preset period without rainfall and the slope water infiltration characteristic value includes: Preset a permeation threshold parameter For the i-th key monitoring point, at all monitoring times, the normalized value of the slope water infiltration characteristic value is less than or equal to the infiltration threshold parameter. All monitoring times are recorded as the target monitoring time of the i-th key monitoring point; Among all target monitoring times at the i-th key monitoring point, the target monitoring time corresponding to the first rainfall exceeding 0 is recorded as the cutoff monitoring time of the i-th key monitoring point; the time period consisting of all target monitoring times before the cutoff monitoring time is recorded as the preset no-rainfall time period of the i-th key monitoring point. Based on the change in the effective displacement of the i-th key monitoring point during the preset no-rainfall period, the natural movement of the i-th key monitoring point at the current monitoring time is obtained. Based on the natural movement of the i-th key monitoring point at the current monitoring time and the slope water infiltration characteristic value, the theoretical displacement of the i-th key monitoring point at the current monitoring time is obtained.

[0011] Preferably, obtaining the natural movement of the i-th key monitoring point at the current monitoring time based on the change in the effective displacement of the i-th key monitoring point during a preset period without rainfall includes: The average effective displacement of the i-th key monitoring point at all target monitoring times within the preset no-rain period is denoted as the average natural consolidation value of the i-th key monitoring point during the no-rain period. The product of the average natural consolidation value of the i-th key monitoring point during the rainless period and the number of all monitoring times before the current monitoring time is denoted as the natural movement of the i-th key monitoring point at the current monitoring time.

[0012] Preferably, obtaining the displacement deviation rate of the key monitoring point at the current monitoring time based on the difference between the theoretical displacement and the effective displacement of the slope at the key monitoring point includes: The difference between the effective displacement of the i-th key monitoring point at the current monitoring time and the theoretical displacement of the slope at the i-th key monitoring point at the current monitoring time is denoted as the displacement deviation value of the i-th key monitoring point at the current monitoring time. The absolute value of the difference between the displacement deviation of the i-th key monitoring point at the current monitoring time and the displacement deviation of the i-th key monitoring point at the previous monitoring time is denoted as the displacement deviation change rate of the i-th key monitoring point at the current monitoring time.

[0013] Preferably, obtaining the degree of structural damage at each key monitoring point at the current monitoring time based on the displacement deviation change rate and slope water infiltration characteristic value includes: The normalized value of the product between the displacement deviation rate of the i-th key monitoring point at the current monitoring time and the slope moisture infiltration characteristic value of the i-th key monitoring point at the current monitoring time is taken as the structural damage degree of the i-th key monitoring point at the current monitoring time.

[0014] Preferably, the method of providing early warning of geological hazards on highway slopes based on the degree of structural damage at the key monitoring points includes: Preset a loss threshold parameter If the mean of the structural damage level at all key monitoring points at the current monitoring time is greater than or equal to the loss threshold parameter The system immediately triggers the traffic lights on the road section to turn red and activates a voice broadcast to warn of potential disaster risks on the roadside slope.

[0015] The present invention also proposes a highway slope geological disaster early warning system, including a memory and a processor, wherein the processor executes a computer program in the memory to implement the steps of the highway slope geological disaster early warning method described above.

[0016] The method for early warning of geological disasters on highway slopes provided by this invention has the following beneficial effects: This invention obtains the theoretical displacement of the slope at each monitoring point at each monitoring time based on the changes in the effective displacement of key monitoring points during rainless periods and the slope water infiltration characteristics; it also obtains the degree of structural damage at each key monitoring point at the current monitoring time based on the difference between the theoretical and effective displacement of the slope at each monitoring time and the slope water infiltration characteristics; and it provides early warning of geological disasters on highway slopes based on the degree of structural damage. By acquiring effective displacement data, high-frequency vibration signals generated by vehicle traffic can be eliminated, making early warning of roadside slope geological disasters more accurate. By characterizing the weighted accumulation of rainfall over a period of time using slope water infiltration characteristics, the potential for disasters caused by the current soil and water environment on the slope can be dynamically quantified. By comparing the theoretical displacement and effective displacement data of the slope to construct the degree of structural damage, it can accurately distinguish between normal slope movement and irreversible sliding movement caused by geological structure failure, thereby capturing the characteristics of the slope before its land structure collapses, making early warning of roadside slope geological disasters more forward-looking and accurate. Attached Figure Description

[0017] To more clearly illustrate the embodiments and design schemes of the present invention, the accompanying drawings required for this embodiment will be briefly described below. The drawings described below are only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0018] Figure 1 This is a flowchart illustrating the steps of a method and system for early warning of geological disasters on highway slopes according to an exemplary embodiment of the present invention. Figure 2 This is a diagram illustrating the relationship between rainfall and the theoretical response of a highway slope geological disaster early warning method and system according to an exemplary embodiment of the present invention. Figure 3 This is a comparison diagram of the prior art for a method and system for early warning of geological disasters on highway slopes provided by the present invention according to an exemplary embodiment. Detailed Implementation

[0019] To enable those skilled in the art to better understand and implement the technical solutions of the present invention, the present invention will be described in detail below with reference to the accompanying drawings and specific embodiments. The following embodiments are only used to more clearly illustrate the technical solutions of the present invention and should not be construed as limiting the scope of protection of the present invention.

[0020] The technical solutions provided by the various embodiments of the present invention will be described in detail below with reference to the accompanying drawings.

[0021] First, this invention provides a method and system for early warning of geological disasters on highway slopes, specifically as follows: Figure 1 As shown, it includes the following steps: Step S001: Obtain the three-dimensional displacement coordinates, rainfall, and slope inclination of each key monitoring point on the highway slope at each monitoring time; by preprocessing the sequence of three-dimensional displacement coordinates of the key monitoring points, high-frequency vibration signals generated by vehicle traffic are removed to obtain the effective displacement of the key monitoring points.

[0022] It should be noted that, because highway slopes are not only affected by natural rainfall and groundwater infiltration, but also by high-frequency vibrations caused by vehicles passing on the road, the monitoring data contains a large amount of dynamic noise, making it easy for simple fixed numerical thresholds to cause false alarms.

[0023] Preferably, in one embodiment of the present invention, the specific method for obtaining the effective displacement, rainfall, and slope inclination of several key monitoring points on a highway slope at each monitoring time is as follows: Displacement monitoring stations and environmental monitoring stations should be deployed at key monitoring points on highway slopes, such as the top of the slope, the middle of the slope, and the retaining wall. The monitoring frequency is set as follows: every other day is considered a monitoring time, and data is collected for a total of 90 days; for any key monitoring point; The three-dimensional coordinates of any one of the key monitoring points are obtained at each monitoring time through a GNSS monitoring station, and the sequence of the three-dimensional coordinates of any one of the key monitoring points at all monitoring times is denoted as the three-dimensional displacement coordinate sequence of any one of the key monitoring points. Meanwhile, the rainfall and slope inclination at any one of the key monitoring points are obtained at each monitoring moment using rain gauges and tilt sensors.

[0024] In particular, since the roadside slope is close to the driving lane, the vibration generated when vehicles pass by will cause instantaneous changes in GNSS data; this embodiment uses standard digital filtering technology to remove high-frequency vibration signals caused by vehicle passage.

[0025] The specific method is as follows: use standard digital filtering technology to filter the three-dimensional displacement coordinate sequence of any one of the key monitoring points, remove the high-frequency vibration signal caused by vehicle passage, and obtain the effective three-dimensional displacement coordinate sequence of any one of the key monitoring points.

[0026] For the current monitoring time, the Euclidean distance between the three-dimensional coordinates of the current monitoring time and the three-dimensional coordinates of the previous monitoring time in the effective three-dimensional displacement coordinate sequence of any key monitoring point is taken as the effective displacement of the key monitoring point at the current monitoring time.

[0027] The standard digital filtering techniques used are all existing technologies, and will not be elaborated on in this embodiment.

[0028] Thus, the effective displacement, rainfall, and slope inclination of several key monitoring points on the highway slope at each monitoring time were obtained.

[0029] Step S002: Based on the changes in rainfall at each key monitoring point within the historical impact time range corresponding to the current monitoring time, obtain the infiltration attenuation coefficient of the key monitoring point at the current monitoring time; based on the infiltration attenuation coefficient and slope inclination of each key monitoring point, obtain the slope water infiltration characteristic value of each key monitoring point at the current monitoring time.

[0030] It should be noted that current technologies for analyzing the impact of rainfall on slope stability often simply use the current rainfall amount as the evaluation indicator. This approach ignores the continuity and lag characteristics of water migration within the geological body. In the real physical environment of highway slopes, water entering the soil does not immediately transform into sliding force, but undergoes a process of infiltration, filling pores, and then drainage. The slope gradient has a significant impact on water retention; areas with steeper slopes have a relatively lower proportion of water infiltration, while gentler areas are more prone to water accumulation.

[0031] In summary, due to the physical characteristics of highway slopes, rainfall does not act instantaneously on deep soil layers, but rather exhibits a seepage lag effect. Therefore, this implementation utilizes slope water seepage characteristic values ​​to simulate the natural loss and retention of water in the soil layer, thereby accurately obtaining the current water level accumulated inside the slope, which is used to characterize the seepage potential energy generated by water accumulation inside the soil at the current moment.

[0032] Preferably, in one embodiment of the present invention, the specific method for obtaining the infiltration attenuation coefficient of each key monitoring point at the current monitoring time based on the change in rainfall within the historical impact time range corresponding to the current monitoring time is as follows: It should be noted that rainfall directly affects the moisture state in the soil, which in turn affects pore water pressure. After rain, the moisture in the soil increases, and the water pressure rises, forming a certain dynamic equilibrium. High rainfall can rapidly increase water pressure, but over time, the rate at which water pressure decreases is affected by the soil's permeability. Therefore, by analyzing the correlation between water pressure and rainfall, we can reflect the soil's permeability and its attenuation characteristics.

[0033] Preset a time parameter In this embodiment, This example is used for illustration; no specific limitations are set in this embodiment. It depends on the specific implementation situation; The closest time before the current monitoring time Each monitoring moment constitutes a time range, which is recorded as the historical impact time range of the current monitoring moment; For the current monitoring time, a pore water pressure gauge is deployed at the i-th key monitoring point to obtain the water pressure value in the pores of the i-th key monitoring point at each monitoring time within the historical influence time range of the current monitoring time. The sequence of water pressure values ​​in the pores of the i-th key monitoring point at all monitoring times within the historical influence time range of the current monitoring time is denoted as the historical water pressure sequence in the pores of the i-th key monitoring point at the current monitoring time. The sequence of rainfall amounts at all monitoring times within the historical influence time range of the i-th key monitoring point at the current monitoring time is denoted as the historical rainfall sequence of the i-th key monitoring point at the current monitoring time. The Pearson correlation coefficient between the historical water pressure sequence in the internal pores of the i-th key monitoring point at the current monitoring time and the historical rainfall sequence of the i-th key monitoring point at the current monitoring time is denoted as the infiltration attenuation coefficient of the i-th key monitoring point at the current monitoring time. Preferably, in one embodiment of the present invention, the specific method for obtaining the slope water infiltration characteristic value of each key monitoring point at the current monitoring time based on the infiltration attenuation coefficient and slope inclination of each key monitoring point is as follows: The product of the rainfall, infiltration attenuation coefficient, and sine value of the slope inclination angle at the j-th monitoring time within the historical influence time range of the i-th key monitoring point at the current monitoring time is recorded as the slope water infiltration characteristic factor of the i-th key monitoring point at the j-th monitoring time. The sum of the slope water infiltration characteristic factors of the i-th key monitoring point at all monitoring times within the historical influence time range of the current monitoring time is taken as the slope water infiltration characteristic value of the i-th key monitoring point at the current monitoring time. The specific formula is as follows:

[0034] In the formula, This represents the slope moisture infiltration characteristic value of the i-th key monitoring point at the current monitoring time; This indicates the number of all monitoring times within the historical impact time range of the current monitoring time; This represents the rainfall at the j-th monitoring time within the historical impact time range of the i-th key monitoring point at the current monitoring time; This represents the penetration attenuation coefficient of the i-th key monitoring point at the j-th monitoring time within the historical influence time range of the current monitoring time. This represents the sine value of the slope inclination at the j-th monitoring time within the historical influence time range of the i-th key monitoring point at the current monitoring time.

[0035] It should be noted that the slope water infiltration characteristic value represents the weighted accumulation of rainfall over a period of time, which simulates the soil drainage process. At the same time, based on physical laws, the larger the slope inclination angle, the more complex the pore water pressure accumulation effect caused by gravity component, that is, the faster the loss but the greater the instantaneous scouring. Therefore, the slope water infiltration characteristic value can dynamically quantify the potential disaster-causing possibility of the current water and soil environment on the slope.

[0036] The Pearson correlation coefficient is existing technology and will not be described in detail here.

[0037] Thus, the slope moisture infiltration characteristic value of each key monitoring point at the current monitoring time is obtained.

[0038] Step S003: Based on the changes in the effective displacement of each key monitoring point during the preset no-rainfall period and the slope water infiltration characteristic value, obtain the theoretical displacement of the slope at the current monitoring time for each key monitoring point; based on the difference between the theoretical displacement and the effective displacement of the slope at the key monitoring points, obtain the displacement deviation rate of the key monitoring points at the current monitoring time; based on the displacement deviation rate and the slope water infiltration characteristic value, obtain the degree of structural damage at each key monitoring point at the current monitoring time.

[0039] It should be noted that when slopes are affected by environmental factors such as rainfall, soil displacement does not always indicate potential instability. Soil, as a typical porous medium, expands in volume after absorbing water, a phenomenon known in physics as wet expansion deformation. If this normal volume change is directly mistaken for damage to the geological structure, it will lead to frequent false alarms. The main reason why existing monitoring methods frequently issue false alarms is the lack of a reference standard for normal deformation.

[0040] Under normal slope structure conditions, soil displacement changes should be related to the increase in potential energy caused by water infiltration; however, this relationship is non-linear, and the rate of displacement increase slows down as the soil approaches saturation. If the theoretical displacement of the slope under the current rainfall intensity cannot be derived from physical laws, it is impossible to determine how much of the actual measured displacement is caused by dangerous sliding. Therefore, it is necessary to establish a balance between rainfall and slope geometric response by introducing a model that can simulate soil saturation; that is, a dynamic warning baseline can be set, which represents the maximum allowable deformation limit of the slope without damaging the soil structure. Only when the actual measured data deviates significantly from this expected value derived from physical laws does the warning have practical geological significance.

[0041] Preferably, in one embodiment of the present invention, the specific method for obtaining the theoretical displacement of the slope at the current monitoring time of each key monitoring point based on the change in the effective displacement of each key monitoring point during a preset period without rainfall and the slope water infiltration characteristic value is as follows: Preset a permeation threshold parameter In this embodiment, This example is used for illustration; no specific limitations are set in this embodiment. It depends on the specific implementation situation; For the i-th key monitoring point, at all monitoring times, the normalized value of the slope water infiltration characteristic value is less than or equal to the infiltration threshold parameter. All monitoring times are recorded as the target monitoring time of the i-th key monitoring point; Among all target monitoring times of the i-th key monitoring point, the target monitoring time corresponding to the first rainfall greater than 0 is recorded as the cutoff monitoring time of the i-th key monitoring point; the time period consisting of all target monitoring times before the cutoff monitoring time is recorded as the preset no-rainfall time period of the i-th key monitoring point. The average effective displacement of the i-th key monitoring point during all target monitoring times within the preset no-rain period is denoted as the average natural consolidation value of the i-th key monitoring point during the no-rain period; the product of the average natural consolidation value of the i-th key monitoring point during the no-rain period and the number of all monitoring times before the current monitoring time is denoted as the natural movement of the i-th key monitoring point at the current monitoring time. Based on the natural movement of the i-th key monitoring point at the current monitoring time and the slope water infiltration characteristic value, the theoretical displacement of the i-th key monitoring point at the current monitoring time is obtained. The specific formula is as follows:

[0042] In the formula, This represents the theoretical displacement of the slope at the current monitoring time for the i-th key monitoring point; This represents the slope moisture infiltration characteristic value of the i-th key monitoring point at the current monitoring time; This represents the natural movement of the i-th key monitoring point at the current monitoring time; This indicates the number of all monitoring times preceding the current monitoring time. This represents the logarithmic function with the natural constant as the base.

[0043] It should be noted that the theoretical displacement of slope land can determine the normal displacement range of the slope under the current rainfall conditions, providing a logical benchmark for identifying abnormal landslides. As the characteristic value of slope water infiltration increases, the theoretical displacement of slope land increases. This means that under the premise of healthy slope structure, the displacement of slope land will increase with the increase of water, but the rate of increase will gradually slow down.

[0044] Please see Figure 2 The figure shows the relationship between rainfall and the theoretical response inside the slope in a method for early warning of geological disasters on highway slopes. The blue bars in the figure represent rainfall, and the red curve represents the calculated theoretical displacement of the slope. The figure intuitively reflects that after the rainfall stops, due to the memory effect of seepage potential energy, the theoretical displacement of the slope does not drop immediately, but remains for a period of time, which reflects the true physical characteristics of the geological body.

[0045] Thus, the theoretical displacement of the slope at each key monitoring point at the current monitoring time is obtained.

[0046] It is important to note that slope stability is a highly complex process, especially under conditions of heavy rainfall. The transition of a slope from a safe to a failing state primarily occurs because the internal friction of the soil can no longer resist the force of gravity causing the slope to slide. During heavy rainfall, moisture not only increases the weight of the soil but also acts as a lubricant between soil particles, significantly reducing the soil's shear strength. Current monitoring technologies typically focus only on the absolute value of slope displacement, neglecting the accelerated strain changes caused by soil softening. When the actual measured rate of displacement change far exceeds the theoretically calculated normal expansion rate, it often indicates the presence of irreversible cracks or sliding within the slope. In such cases, relying solely on displacement thresholds to determine safety is insufficient. Therefore, it is necessary to analyze the difference between actual displacement and theoretical expectations to identify this abnormal acceleration characteristic; that is, when the seepage potential energy is high, it signifies that the soil has softened, and even a small displacement deviation can lead to a severe landslide risk.

[0047] Preferably, in one embodiment of the present invention, the specific method for obtaining the displacement deviation rate of the key monitoring point at the current monitoring time based on the difference between the theoretical displacement and the effective displacement of the slope at the key monitoring point is as follows: The difference between the effective displacement of the i-th key monitoring point at the current monitoring time and the theoretical displacement of the slope at the i-th key monitoring point at the current monitoring time is denoted as the displacement deviation value of the i-th key monitoring point at the current monitoring time. The absolute value of the difference between the displacement deviation value of the i-th key monitoring point at the current monitoring time and the displacement deviation value of the i-th key monitoring point at the previous monitoring time is denoted as the displacement deviation change rate of the i-th key monitoring point at the current monitoring time. Preferably, in one embodiment of the present invention, the specific method for obtaining the degree of structural damage at each key monitoring point at the current monitoring time based on the displacement deviation change rate and the slope water infiltration characteristic value is as follows: The normalized value of the product between the displacement deviation rate of the i-th key monitoring point at the current monitoring time and the slope water infiltration characteristic value of the i-th key monitoring point at the current monitoring time is taken as the structural damage degree of the i-th key monitoring point at the current monitoring time. The specific formula is as follows:

[0048] In the formula, This indicates the degree of structural damage at the i-th critical monitoring point at the current monitoring time; This represents the effective displacement of the i-th key monitoring point at the current monitoring time; This represents the theoretical displacement of the slope at the current monitoring time for the i-th key monitoring point; This represents the effective displacement of the i-th key monitoring point at the previous monitoring time. This represents the theoretical displacement of the slope at the i-th key monitoring point at the previous monitoring time. This represents the slope moisture infiltration characteristic value of the i-th key monitoring point at the current monitoring time; Indicates taking the absolute value; This represents the linear normalization function.

[0049] It should be noted that as the rate of change of the difference between the measured effective displacement and the theoretical displacement of the slope increases, and the slope water infiltration characteristic value increases, the final degree of structural damage increases rapidly.

[0050] At this point, the degree of structural damage at each key monitoring point at the current monitoring time is obtained.

[0051] Step S004: Provide early warning of geological disasters on highway slopes based on the degree of structural damage at the key monitoring points.

[0052] Preferably, in one embodiment of the present invention, the specific method for early warning of geological disasters on highway slopes based on the degree of structural damage at the key monitoring points is as follows: Preset a loss threshold parameter In this embodiment, This example is used for illustration; no specific limitations are set in this embodiment. It depends on the specific implementation situation; If the mean of the structural damage level at all key monitoring points at the current monitoring time is greater than or equal to the loss threshold parameter The system immediately outputs a high-level warning signal, which triggers the traffic lights on the road section to turn red and activates a voice broadcast to alert that there is a risk of disaster on the roadside slope.

[0053] Please see Figure 3 The invention presents a comparative diagram of existing technologies for early warning of geological disasters on highway slopes. The existing technologies, which use a fixed displacement threshold, trigger false alarms prematurely during the soil swelling stage caused by heavy rainfall. In contrast, the invention only accurately triggers the warning point when actual structural slippage occurs on the slope, demonstrating extremely high early warning accuracy. This concludes the embodiment.

[0054] Another embodiment of the present invention provides a highway slope geological disaster early warning system. The system includes a memory and a processor. When the processor executes the computer program in the memory, it performs the above steps S001 to S004.

[0055] It should be noted that the specific embodiments described above enable those skilled in the art to more fully understand the present invention, but do not limit the present invention in any way. Therefore, although the present invention has been described in detail in this specification, those skilled in the art should understand that modifications or equivalent substitutions can still be made to the present invention; and all technical solutions and improvements that do not depart from the spirit and scope of the present invention are covered within the protection scope of the patent of the present invention. No reference numerals in the claims should be construed as limiting the scope of the claims.

Claims

1. A method for early warning of geological disasters on highway slopes, characterized in that, The method includes: The three-dimensional displacement coordinates, rainfall, and slope inclination of each key monitoring point on the highway slope at each monitoring time are obtained. By preprocessing the sequence of three-dimensional displacement coordinates of the key monitoring points and removing high-frequency vibration signals generated by vehicle traffic, the effective displacement of the key monitoring points is obtained. Based on the changes in rainfall at each key monitoring point within the historical impact time range corresponding to the current monitoring time, the infiltration attenuation coefficient of the key monitoring point at the current monitoring time is obtained; based on the infiltration attenuation coefficient and slope inclination of each key monitoring point, the slope water infiltration characteristic value of each key monitoring point at the current monitoring time is obtained. Based on the changes in the effective displacement of each key monitoring point during a preset period without rainfall, and the slope water infiltration characteristic value, the theoretical displacement of the slope at each key monitoring point at the current monitoring time is obtained; based on the difference between the theoretical displacement and the effective displacement of the slope at each key monitoring point, the displacement deviation rate of the key monitoring point at the current monitoring time is obtained; based on the displacement deviation rate and the slope water infiltration characteristic value, the degree of structural damage at each key monitoring point at the current monitoring time is obtained. Early warning of geological disasters on highway slopes is provided based on the degree of structural damage at the key monitoring points.

2. The method for early warning of geological disasters on highway slopes according to claim 1, characterized in that, The process of obtaining the infiltration attenuation coefficient of each key monitoring point at the current monitoring time based on the changes in rainfall within the historical impact time range corresponding to the current monitoring time includes: Obtain the historical impact time range of the current monitoring moment; A pore water pressure gauge is installed at the i-th key monitoring point to obtain the water pressure value in the pores of the i-th key monitoring point at each monitoring time within the historical influence time range of the current monitoring time. The sequence of water pressure values ​​in the pores of the i-th key monitoring point at all monitoring times within the historical influence time range of the current monitoring time is denoted as the historical water pressure sequence in the pores of the i-th key monitoring point at the current monitoring time. The sequence of rainfall at all monitoring times within the historical impact time range of the i-th key monitoring point at the current monitoring time is denoted as the historical rainfall sequence of the i-th key monitoring point at the current monitoring time. The Pearson correlation coefficient between the historical water pressure sequence in the internal pores of the i-th key monitoring point at the current monitoring time and the historical rainfall sequence of the i-th key monitoring point at the current monitoring time is denoted as the infiltration attenuation coefficient of the i-th key monitoring point at the current monitoring time.

3. The method for early warning of geological disasters on highway slopes according to claim 2, characterized in that, The process of obtaining the historical impact time range for the current monitoring moment includes: Preset a time parameter The closest time before the current monitoring time Each monitoring moment constitutes a time range, which is denoted as the historical impact time range of the current monitoring moment.

4. The method for early warning of geological disasters on highway slopes according to claim 1, characterized in that, The process involves obtaining slope water infiltration characteristic values ​​at each key monitoring point at the current monitoring time based on the infiltration attenuation coefficient and slope inclination, including: The product of the rainfall, infiltration attenuation coefficient, and sine value of slope inclination angle at the j-th monitoring time within the historical influence time range of the i-th key monitoring point at the current monitoring time is recorded as the slope water infiltration characteristic factor of the i-th key monitoring point at the j-th monitoring time. The sum of the slope water infiltration characteristic factors of the i-th key monitoring point within the historical influence time range at the current monitoring time is taken as the slope water infiltration characteristic value of the i-th key monitoring point at the current monitoring time.

5. The method for early warning of geological disasters on highway slopes according to claim 1, characterized in that, The process of obtaining the theoretical displacement of the slope at the current monitoring time for each key monitoring point based on the changes in the effective displacement of each key monitoring point during a preset period without rainfall and the slope water infiltration characteristic value includes: Preset a permeation threshold parameter For the i-th key monitoring point, at all monitoring times, the normalized value of the slope water infiltration characteristic value is less than or equal to the infiltration threshold parameter. All monitoring times are recorded as the target monitoring time of the i-th key monitoring point; Among all target monitoring times at the i-th key monitoring point, the target monitoring time corresponding to the first rainfall exceeding 0 is recorded as the cutoff monitoring time of the i-th key monitoring point; the time period consisting of all target monitoring times before the cutoff monitoring time is recorded as the preset no-rainfall time period of the i-th key monitoring point. Based on the change in the effective displacement of the i-th key monitoring point during the preset no-rainfall period, the natural movement of the i-th key monitoring point at the current monitoring time is obtained. Based on the natural movement of the i-th key monitoring point at the current monitoring time and the slope water infiltration characteristic value, the theoretical displacement of the i-th key monitoring point at the current monitoring time is obtained.

6. The method for early warning of geological disasters on highway slopes according to claim 5, characterized in that, The step of obtaining the natural movement of the i-th key monitoring point at the current monitoring time based on the change in the effective displacement of the i-th key monitoring point during a preset period without rainfall includes: The average effective displacement of the i-th key monitoring point at all target monitoring times within the preset no-rain period is denoted as the average natural consolidation value of the i-th key monitoring point during the no-rain period. The product of the average natural consolidation value of the i-th key monitoring point during the rainless period and the number of all monitoring times before the current monitoring time is denoted as the natural movement of the i-th key monitoring point at the current monitoring time.

7. The method for early warning of geological disasters on highway slopes according to claim 1, characterized in that, The method of obtaining the displacement deviation rate of key monitoring points at the current monitoring time based on the difference between the theoretical displacement and the effective displacement of the slope at key monitoring points includes: The difference between the effective displacement of the i-th key monitoring point at the current monitoring time and the theoretical displacement of the slope at the i-th key monitoring point at the current monitoring time is denoted as the displacement deviation value of the i-th key monitoring point at the current monitoring time. The absolute value of the difference between the displacement deviation of the i-th key monitoring point at the current monitoring time and the displacement deviation of the i-th key monitoring point at the previous monitoring time is denoted as the displacement deviation change rate of the i-th key monitoring point at the current monitoring time.

8. The method for early warning of geological disasters on highway slopes according to claim 1, characterized in that, The method of obtaining the structural damage level of each key monitoring point at the current monitoring time based on the displacement deviation change rate and slope water infiltration characteristic value includes: The normalized value of the product between the displacement deviation rate of the i-th key monitoring point at the current monitoring time and the slope moisture infiltration characteristic value of the i-th key monitoring point at the current monitoring time is taken as the structural damage degree of the i-th key monitoring point at the current monitoring time.

9. A method for early warning of geological disasters on highway slopes according to claim 1, characterized in that, The method of providing early warning of geological hazards on highway slopes based on the degree of structural damage at the key monitoring points includes: Preset a loss threshold parameter If the mean of the structural damage level at all key monitoring points at the current monitoring time is greater than or equal to the loss threshold parameter The system immediately triggers the traffic lights on the road section to turn red and activates a voice broadcast to warn of potential disaster risks on the roadside slope.

10. A highway slope geological disaster early warning system, comprising a memory, a processor, and a computer program stored in the memory and executable on the processor, characterized in that, When the computer program is executed by the processor, it implements the steps of a method for early warning of geological disasters on highway slopes as described in any one of claims 1-9.

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