Monitoring and early warning for soil landslide through cooperation of multiple methods
By establishing a sliding body mechanics model and assessing the phase of landslide evolution, combined with stable factors and safety factors, the lack of the existing landslide forecasting model on the impact of mechanics and the reorganization of the soil structure, improve the accuracy and reliability of landslide prediction forecasting and reliability sex.
Patent Information
- Application Number
- CN202311630392.5
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2023-12-01
- Publication Date
- 2025-01-28
AI Technical Summary
The existing landslide forecasting model has shortcomings in terms of mechanical connections and the impact of soil structure reorganization, resulting in insufficient forecast accuracy and reliability.
By establishing a sliding mechanics model, combined with the real -time displacement monitoring of the sliding body, the landslide evolution stage is evaluated, and the potential sliding surface positions are evaluated by stable factors and safety factors to improve the reliability of landslide monitoring and early warning.
The accuracy of improving forecasting forecasting from the occurrence of landslides has enhanced the application potential of forecast models, and quantitatively evaluated the evolutionary stage and future development of soil landslides.
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Abstract
Description
Technical Field
[0001] The invention discloses a monitoring and early warning method for soil landslides in a coordinated manner, belonging to the technical field of geological disaster early warning. Background Art
[0003] Improve the research level of soil landslide prediction: At present, the research on landslide prediction is focused on the critical rainfall model established based on mathematical statistics, which lacks a strict mechanical connection with the physical process of landslide evolution, thus limiting the research and development of the prediction theory system, which makes the prediction model more suitable for regional scale prediction. In addition, based on the rainfall threshold of the physical model, the variability of the infiltration medium has a huge impact on the infiltration mode and seepage process, and it is very questionable to use the threshold established by a single infiltration model to determine the start of the slope under complex geological conditions in the region. Therefore, this type of threshold model still has room for further improvement and development. Further thresholds based on the evolution process provide new inspiration for the quantitative prediction of landslides. However, the formation of the sliding surface in the process of solving this type of threshold is an implicit condition, so it is more suitable for short-term prediction. In addition, it lacks a mechanical connection with the potential sliding surface, and more importantly, it ignores the influence of strength degradation caused by soil structure reorganization on the landslide evolution stage. Therefore, constructing a theoretical system for landslide prediction and forecasting that integrates the landslide evolution process and can realize the two dimensions of time and location has significant scientific significance for improving the theoretical level of landslide disaster monitoring and early warning in our province, and has guiding significance for the scientific deployment of disaster prevention, mitigation and relief work. Summary of the invention
[0004] In view of the problems in the background technology, the present invention discloses a multi-method collaborative application in monitoring and early warning of soil landslides. Based on the optimization and improvement of the landslide occurrence mechanism, the mechanical connection between the evolution mode, stage and intensity, the present invention systematically constructs a set of universal and strictly physically meaningful landslide prediction and forecasting theoretical system from a theoretical level, which provides inspiration for the establishment of a further early warning and forecasting theoretical system based on the landslide evolution process.
[0005] To achieve the above object, the technical solution adopted by the present invention is as follows:
[0006] The present invention discloses a multi-method collaboratively applied to monitoring and early warning of soil landslides. By establishing a sliding body mechanics model, the interface soil strength conditions corresponding to different evolution stages of the landslide are used to obtain acceleration warning characteristic values of different sensitivity levels, and the real-time displacement monitoring of the sliding body is combined to evaluate and predict the evolution stage of the landslide, thereby realizing the monitoring and early warning of soil landslides. In addition, a stability factor for evaluating slope stability is proposed, and the sliding surface is evaluated and predicted by combining the safety factor and the stability factor. The reliability of landslide monitoring and early warning is further improved by combining the sliding body mechanics model and the interface soil strength near the sliding surface. Based on the optimization and improvement of the landslide occurrence mechanism, the mechanical connection between the evolution mode, stage and strength, the present invention systematically constructs a set of universal landslide prediction and forecasting theoretical system with strict physical significance from a theoretical level.
[0007] Including the following specific contents.
[0008] Step S1. Establish the mechanical model of the sliding body: Based on the assumption that the sliding body is a rigid block, the motion state of the sliding body at any position is consistent. Here, the motion process of the surface in the z direction is ignored, and the surface motion is regarded as the two-dimensional motion of the sliding body in the xy plane under the action of gravity (excluding earthquake loads and the gravity component of sudden external materials). At any time t, the kinematic equations and velocity v of the sliding body in the motion direction are respectively,
[0009]
[0010]
[0011] In the formula, and Represent the first derivatives of the kinematic equations in the respective directions.
[0012] However, a large number of observations and research results have found that under the long-term action of gravity, the sliding body moves almost entirely downhill in the direction of the slope in the two-dimensional movement parallel to the slope surface, that is, Therefore, in the construction of the theoretical model for landslide precursor identification, the movement process in the y direction (downhill direction) is discussed in detail. Here, the mechanical equation of the sliding body can be expressed as:
[0013]
[0014] In the formula, and They represent the Newton force, sliding force and anti-sliding force in the y direction of the sliding body. and Newton force Respectively expressed as,
[0015]
[0016]
[0017] Where m is the mass of the sliding body, g is the local gravity acceleration, α is the slope angle, is the acceleration of the sliding body, that is
[0018]
[0019] In the formula, It represents the second-order derivative of the kinematic equation in the y direction, but the complexity of the landslide movement makes it impossible to determine the analytical expression of the kinematic equation. Therefore, the present invention adopts the Lagrange interpolation principle, assumes that the nodes are equidistant, establishes a quadratic interpolation function L2(t) as an approximate value of y(t), and uses a second-order three-point interpolation type derivative formula to obtain a numerical formula to approximately obtain the acceleration of the sliding body at any time t.
[0020]
[0021]
[0022] Where h is the temporal resolution of the data.
[0023] According to equations (3) and (5), the shear load on the interface of the two bodies (sliding body and sliding bed) at any time t during the landslide evolution process satisfies equation (9), which is the mechanical expression of the sliding body. Satisfying equation (10),
[0024]
[0025] Step S2. Define the acceleration characteristic value: When the peak shear stress is reached during the shear process of the soil, almost no microcracks can be observed inside the soil under the existing electron microscope resolution. Therefore, the fracture surface is unlikely to be formed at the peak shear stress. The observation results show that it is more likely to be formed at the large deformation intensity, and microcracks are densely developed in the middle of the shear process. The present invention is based on the relationship between the microstructure change of the soil and the macroscopic failure evolution process and the comprehensive analysis of the shear load of the soil on the shear surface, and uses a multi-valued function that describes the complete stress-strain of the soil to define the sensitive time of the landslide precursor. The specific details are as follows:
[0026] Existence l At the moment, the shear load on the potential rupture surface in the y direction reaches its maximum value (Equation (9)), and the acceleration at this moment is in the opposite direction (opposite to the direction of sliding body movement) acceleration a tl maximum, the soil may be in a stable rupture stage. l Recorded as the low-sensitivity moment of landslide precursor.
[0027]
[0028] Existence k (>t l ) moment, the anti-slip force and the sliding force are balanced (Equation (12)), that is, the acceleration a tk = 0. Since the sliding body shows a continuous increase in acceleration until it stabilizes after this moment, the soil will enter the macroscopic destructive movement stage. k Recorded as the medium sensitive moment of landslide precursor (>t l ). Here we need to emphasize a special case: Equations (12) and (13) are satisfied at the same time, that is, there is a maximum peak shear load on the soil stress-strain multi-valued function equal to the sliding force (t k =t l )(Equation (13)).
[0029]
[0030]
[0031] Existence f (>t k ), the anti-sliding force reaches the pre-sliding shear load (Equation (15)), and the soil has entered the stage of failure movement. Therefore, here t f Recorded as the highly sensitive moment of landslide precursor, acceleration a tf Obtained from equation (14).
[0032] In summary, the identification criteria for landslide precursors with different sensitivity levels during landslide evolution are as follows:
[0033]
[0034] formula, represents the residual shear load.
[0035] Step S3. Analyze the evolution phase: at t l At this moment, the degradation of soil strength will significantly affect the different evolution stages and duration of the landslide, and contribute to the formation of different non-attenuated evolution modes. Here, the state of the slope can be predicted based on the relationship between the difference between the peak shear load and the sliding force and the loss of soil strength (Eq. (15)). Before the slope fails, t l Before, there was always The slope always remains stable; The slope cannot remain stable under the current conditions until it enters the macroscopic destructive movement stage. Therefore, the present invention can evaluate the future evolution of the landslide by the lost soil load. The slope may not have entered the third stage yet; if The slope may just enter the third stage; if The landslide has entered its third stage.
[0036]
[0037] In the formula, It represents the initial peak shear load of the soil in the shear zone, or the maximum sliding resistance experienced by the sliding body theory.
[0038]
[0039] In the formula, Indicates that at t n Peak shear load on the shear surface at time t l ≥t n .
[0040] Step S4. Stability factor: As described in step 2, the present invention defines the stability factor (S) as the sum of the peak shear load and the difference between the sliding force of all slices of the sliding body. Here, all forces between the strips are ignored. This classic mathematical and physical slicing method has been verified in engineering research. Therefore, the S value strictly defines the mechanical conditions of slope failure and establishes a mechanical connection with the slope failure evolution process. Note that equation (15) can be further restated as follows:
[0041]
[0042] Step S5. Evaluate the potential sliding surface position: The minimum value of the safety factor on the profile is usually regarded as the most dangerous sliding surface position. However, the degradation of strength during the evolution of the landslide will cause complex changes in the safety factor on the profile, so the position of the most dangerous sliding surface may always be difficult to estimate. The present invention needs to calculate the numerical distribution of the stability factor on the profile, and it is considered that the probability that the optimal sliding surface position is within the minimum interval of the stability factor is the highest. Note that the following two points are considered in this calculation process to improve the reliability of the evaluation results: the safety factor is still required as a reference, and the field deformation signs are used to determine the deformation boundary of the unstable slope, serving the numerical modeling of the calculation of the safety factor and the stability factor.
[0043] Step S6. Calculate a tfBased on the different levels of sensitive moments of landslide precursors (Equation (14)), the characteristic law of acceleration change at low and medium sensitive moments is very clear, and the mass of the sliding body and the initial soil strength near the potential rupture surface can be ignored. However, they are two key parameters for the identification of the precursor's high sensitive moment, and the uncertainty of the potential rupture surface position is a challenge to obtain them. According to the optimal sliding surface position of the slope determined in step 5, using equations (9), (10) and (14), we can get a tf Furthermore, the comprehensive use of equation (8) can predict the highly sensitive moment of slope failure.
[0044] The beneficial effects of the present invention are as follows: the loess landslide prediction and forecasting theoretical system constructed based on the sliding body mechanics model provides inspiration for solving the problem of lack of integration of strength degradation in the landslide evolution process in the existing prediction model, thereby improving the accuracy of landslide prediction and forecasting from the essential level of landslide occurrence, and enhancing the application potential of the prediction model. In addition, the theoretical system quantitatively evaluates the evolution stage and future evolution of soil landslides, and is essentially an evolutionary dynamic prediction theoretical system for soil landslides. BRIEF DESCRIPTION OF THE DRAWINGS
[0045] Figure 1 is a flow chart of the method of the present invention;
[0046] As shown in the figure: Real-time monitoring of surface displacement can be carried out by using remote sensing technology or all sensors suitable for long-term monitoring of ground displacement. DETAILED DESCRIPTION
[0047] The present invention is further described in detail below in conjunction with the accompanying drawings.
[0048] The method is as Figure 1 As shown, the multiple methods provided by the present invention in a specific implementation are collaboratively applied to the monitoring and early warning of soil landslides, including the following specific steps:
[0049] Step S1. Establish the mechanical model of the sliding body: Based on the assumption that the sliding body is a rigid block, the motion state of the sliding body at any position is consistent. Here, the motion process of the surface in the z direction is ignored, and the surface motion is regarded as the two-dimensional motion of the sliding body in the xy plane under the action of gravity (excluding earthquake loads and the gravity component of sudden external materials). At any time t, the kinematic equations and velocity v of the sliding body in the motion direction are respectively,
[0050]
[0051]
[0052] In the formula, and Represent the first derivatives of the kinematic equations in the respective directions.
[0053] However, a large number of observations and research results have found that under the long-term action of gravity, the sliding body moves almost entirely downhill in the direction of the slope in the two-dimensional movement parallel to the slope surface, that is, Therefore, in the construction of the theoretical model for landslide precursor identification, the movement process in the y direction (downhill direction) is discussed in detail. Here, the mechanical equation of the sliding body can be expressed as:
[0054]
[0055] In the formula, and They represent the Newton force, sliding force and anti-sliding force in the y direction of the sliding body. and Newton force Respectively expressed as,
[0056]
[0057]
[0058] Where m is the mass of the sliding body, g is the local gravity acceleration, α is the slope angle, is the acceleration of the sliding body, that is
[0059] In the formula, It represents the second-order derivative of the kinematic equation in the y direction, but the complexity of the landslide movement makes it impossible to determine the analytical expression of the kinematic equation. Therefore, the present invention adopts the Lagrange interpolation principle, assumes that the nodes are equidistant, establishes a quadratic interpolation function L2(t) as an approximate value of y(t), and uses a second-order three-point interpolation type derivative formula to obtain a numerical formula to approximately obtain the acceleration of the sliding body at any time t.
[0060]
[0061]
[0062] Where h is the temporal resolution of the data.
[0063] According to equations (3) and (5), the shear load on the interface of the two bodies (sliding body and sliding bed) at any time t during the landslide evolution process satisfies equation (9), which is the mechanical expression of the sliding body. Satisfying equation (10),
[0064]
[0065] Step S2. Define the acceleration characteristic value: When the peak shear stress is reached during the shear process of the soil, almost no microcracks can be observed inside the soil under the existing electron microscope resolution. Therefore, the fracture surface is unlikely to be formed at the peak shear stress. The observation results show that it is more likely to be formed at the large deformation intensity, and microcracks are densely developed in the middle of the shear process. The present invention is based on the relationship between the microstructure change of the soil and the macroscopic failure evolution process and the comprehensive analysis of the shear load of the soil on the shear surface, and uses a multi-valued function that describes the complete stress-strain of the soil to define the sensitive time of the landslide precursor. The specific details are as follows:
[0066] Existence l At the moment, the shear load on the potential rupture surface in the y direction reaches its maximum value (Equation (9)), and the acceleration at this moment is in the opposite direction (opposite to the direction of sliding body movement) acceleration a tl maximum, the soil may be in a stable rupture stage. l Recorded as the low-sensitivity moment of landslide precursor.
[0067]
[0068] Existence k (>t l ) moment, the anti-slip force and the sliding force are balanced (Equation (12)), that is, the acceleration a tk = 0. Since the sliding body shows a continuous increase in acceleration until it stabilizes after this moment, the soil will enter the macroscopic destructive movement stage. k Recorded as the medium sensitive moment of landslide precursor (>t l ). Here we need to emphasize a special case: Equations (12) and (13) are satisfied at the same time, that is, there is a maximum peak shear load on the soil stress-strain multi-valued function equal to the sliding force (t k =t l )(Equation (13)).
[0069]
[0070]
[0071] Existence f (>t k ), the anti-sliding force reaches the pre-sliding shear load (Equation (15)), and the soil has entered the stage of failure movement. Therefore, here t f Recorded as the highly sensitive moment of landslide precursor, acceleration a tf Obtained from equation (14).
[0072] In summary, the identification criteria for landslide precursors with different sensitivity levels during landslide evolution are as follows:
[0073]
[0074] formula, represents the residual shear load.
[0075] Step S3. Analyze the evolution phase: at t l At this moment, the degradation of soil strength will significantly affect the different evolution stages and duration of the landslide, and contribute to the formation of different non-attenuated evolution modes. Here, the state of the slope can be predicted based on the relationship between the difference between the peak shear load and the sliding force and the loss of soil strength (Eq. (15)). Before the slope fails, t l Before, there was always The slope always remains stable; The slope cannot remain stable under the current conditions until it enters the macroscopic destructive movement stage. Therefore, the present invention can evaluate the future evolution of the landslide by the lost soil load. The slope may not have entered the third stage yet; if The slope may just enter the third stage; if The landslide has entered its third stage.
[0076]
[0077] In the formula, It represents the initial peak shear load of the soil in the shear zone, or the maximum sliding resistance experienced by the sliding body theory.
[0078]
[0079] In the formula, Indicates that at t n Peak shear load on the shear surface at time t l ≥t n .
[0080] Step S4. Stability factor: As described in step 2, the present invention defines the stability factor (S) as the sum of the peak shear load and the difference between the sliding force of all slices of the sliding body. Here, all forces between the strips are ignored. This classic mathematical and physical slicing method has been verified in engineering research. Therefore, the S value strictly defines the mechanical conditions of slope failure and establishes a mechanical connection with the slope failure evolution process. Note that equation (15) can be further restated as follows:
[0081]
[0082] Step S5. Evaluate the potential sliding surface position: The minimum value of the safety factor on the profile is usually regarded as the most dangerous sliding surface position. However, the degradation of strength during the evolution of the landslide will cause complex changes in the safety factor on the profile, so the position of the most dangerous sliding surface may always be difficult to estimate. The present invention needs to calculate the numerical distribution of the stability factor on the profile, and it is considered that the probability that the optimal sliding surface position is within the minimum interval of the stability factor is the highest. Note that the following two points are considered in this calculation process to improve the reliability of the evaluation results: the safety factor is still required as a reference, and the field deformation signs are used to determine the deformation boundary of the unstable slope, serving the numerical modeling of the calculation of the safety factor and the stability factor.
[0083] Step S6. Calculate a tf Based on the different levels of sensitive moments of landslide precursors (Equation (14)), the characteristic law of acceleration change at low and medium sensitive moments is very clear, and the mass of the sliding body and the initial soil strength near the potential rupture surface can be ignored. However, they are two key parameters for the identification of the precursor's high sensitive moment, and the uncertainty of the potential rupture surface position is a challenge to obtain them. According to the optimal sliding surface position of the slope determined in step 5, using equations (9), (10) and (14), we can get a tf Furthermore, the comprehensive use of equation (8) can predict the highly sensitive moment of slope failure.
[0084] The above is a preferred embodiment of the present invention. It should be noted that the present invention and its embodiments are not limited to the above description, and such description is not restrictive, and the actual structure is not limited thereto. Therefore, for those skilled in the art, without departing from the principle of the present invention, improvements can be made to this embodiment, and several similar technical solutions and embodiments can be designed, which should all fall within the scope of protection of the present invention.
Claims
1. Multiple methods are used in coordination for monitoring and early warning of soil landslides, which are characterized by: A sliding body mechanics model is established, and the interface soil strength conditions corresponding to different evolution stages of the landslide are used to obtain the acceleration warning characteristic values of different sensitivity levels. Combined with the real-time displacement monitoring of the sliding body, the evolution stage of the landslide is evaluated and predicted, thereby realizing the monitoring and early warning of soil landslides. In addition, a stability factor for evaluating slope stability is proposed, and the sliding surface is evaluated and predicted by combining the safety factor and stability factor. The reliability of landslide monitoring and early warning is further improved by combining the sliding body mechanics model and the interface soil strength near the sliding surface. Step S1. Establish the mechanical model of the sliding body: Based on the assumption that the sliding body is a rigid block, the motion state of the sliding body at any position is consistent. Here, the motion process of the surface in the z direction is ignored, and the surface motion is regarded as the two-dimensional motion of the sliding body in the xy plane under the action of gravity (excluding earthquake loads and the gravity component of sudden external materials). At any time t, the kinematic equations and velocity v of the sliding body in the motion direction are respectively, In the formula, and Represent the first derivatives of the kinematic equations in the respective directions. However, a large number of observations and research results have found that under the long-term action of gravity, the sliding body moves almost entirely downhill in the direction of the slope in the two-dimensional movement parallel to the slope surface, that is, Therefore, in the construction of the theoretical model for landslide precursor identification, the movement process in the y direction (downhill direction) is discussed in detail. Here, the mechanical equation of the sliding body can be expressed as: In the formula, and They represent the Newton force, sliding force and anti-sliding force in the y direction of the sliding body. and Newton force Respectively expressed as, Where m is the mass of the sliding body, g is the local gravity acceleration, α is the slope angle, is the acceleration of the sliding body, that is In the formula, It represents the second-order derivative of the kinematic equation in the y direction, but the complexity of the landslide movement makes it impossible to determine the analytical expression of the kinematic equation. Therefore, the present invention adopts the Lagrange interpolation principle, assumes that the nodes are equidistant, establishes a quadratic interpolation function L2(t) as an approximate value of y(t), and uses a second-order three-point interpolation type derivative formula to obtain a numerical formula to approximately obtain the acceleration of the sliding body at any time t. Where h is the temporal resolution of the data. According to equations (3) and (5), the shear load on the interface of the two bodies (sliding body and sliding bed) at any time t during the landslide evolution process satisfies equation (9), which is the mechanical expression of the sliding body. Satisfying equation (10), Step S2. Define the acceleration characteristic value: When the peak shear stress is reached during the shear process of the soil, almost no microcracks can be observed inside the soil under the existing electron microscope resolution. Therefore, the fracture surface is unlikely to be formed at the peak shear stress. The observation results show that it is more likely to be formed at the large deformation intensity, and microcracks are densely developed in the middle of the shear process. The present invention is based on the relationship between the microstructure change of the soil and the macroscopic failure evolution process and the comprehensive analysis of the shear load of the soil on the shear surface, and uses a multi-valued function that describes the complete stress-strain of the soil to define the sensitive time of the landslide precursor. The specific details are as follows: Existence l At the moment, the shear load on the potential rupture surface in the y direction reaches its maximum value (Equation (9)), and the acceleration at this moment is in the opposite direction (opposite to the direction of sliding body movement) acceleration a tl maximum, the soil may be in a stable rupture stage. l Recorded as the low-sensitivity moment of landslide precursor. Existence k (>t l ) moment, the anti-slip force and the sliding force are balanced (Equation (12)), that is, the acceleration a tk = 0. Since the sliding body shows a continuous increase in acceleration until it stabilizes after this moment, the soil will enter the macroscopic destructive movement stage. k Recorded as the medium sensitive moment of landslide precursor (>t l ). Here we need to emphasize a special case: Equations (12) and (13) are satisfied at the same time, that is, there is a maximum peak shear load on the soil stress-strain multi-valued function equal to the sliding force (t k =t l )(Equation (13)). Existence f (>t k ), the anti-sliding force reaches the pre-sliding shear load (Equation (15)), and the soil has entered the stage of failure movement. Therefore, here t f Recorded as the highly sensitive moment of landslide precursor, acceleration a tf Obtained from equation (14). In summary, the identification criteria for landslide precursors with different sensitivity levels during landslide evolution are as follows: formula, represents the residual shear load. Step S3. Analyze the evolution phase: at t l At this moment, the degradation of soil strength will significantly affect the different evolution stages and duration of the landslide, and contribute to the formation of different non-attenuated evolution modes. Here, the state of the slope can be predicted based on the relationship between the difference between the peak shear load and the sliding force and the loss of soil strength (Eq. (15)). Before the slope fails, t l Before, there was always The slope always remains stable; The slope cannot remain stable under the current conditions until it enters the macroscopic destructive movement stage. Therefore, the present invention can evaluate the future evolution of the landslide by the lost soil load. The slope may not have entered the third stage yet; if The slope may just enter the third stage; if The landslide has entered its third stage. In the formula, It represents the initial peak shear load of the soil in the shear zone, or the maximum sliding resistance experienced by the sliding body theory. In the formula, Indicates that at t n Peak shear load on the shear surface at time t l ≥t n . Step S4. Stability factor: As described in step 2, the present invention defines the stability factor (S) as the sum of the peak shear load and the difference between the sliding force of all slices of the sliding body. Here, all forces between the strips are ignored. This classic mathematical and physical slicing method has been verified in engineering research. Therefore, the S value strictly defines the mechanical conditions of slope failure and establishes a mechanical connection with the slope failure evolution process. Note that equation (15) can be further restated as follows: Step S5. Evaluate the potential sliding surface position: The minimum value of the safety factor on the profile is usually regarded as the most dangerous sliding surface position. However, the degradation of strength during the evolution of the landslide will cause complex changes in the safety factor on the profile, so the position of the most dangerous sliding surface may always be difficult to estimate. The present invention needs to calculate the numerical distribution of the stability factor on the profile, and it is considered that the probability that the optimal sliding surface position is within the minimum interval of the stability factor is the highest. Note that the following two points are considered in this calculation process to improve the reliability of the evaluation results: the safety factor is still required as a reference, and the field deformation signs are used to determine the deformation boundary of the unstable slope, serving the numerical modeling of the calculation of the safety factor and the stability factor. Step S6. Calculate a tf Based on the different levels of sensitive moments of landslide precursors (Equation (14)), the characteristic law of acceleration change at low and medium sensitive moments is very clear, and the mass of the sliding body and the initial soil strength near the potential rupture surface can be ignored. However, they are two key parameters for the identification of the precursor's high sensitive moment, and the uncertainty of the potential rupture surface position is a challenge to obtain them. According to the optimal sliding surface position of the slope determined in step 5, using equations (9), (10) and (14), we can get a tf Furthermore, the comprehensive use of equation (8) can predict the highly sensitive moment of slope failure.
2. The multi-method collaborative application in soil landslide monitoring and early warning according to claim 1 is characterized in that: Regarding the construction process of the sliding body mechanics model in step S1, especially equations (7), (8) and (9).
3. The multi-method collaborative application in soil landslide monitoring and early warning according to claim 1 is characterized in that: The textual definition and mathematical expression of the acceleration characteristic value in step S2 include equations (11), (12), (13) and (14).
4. The multi-method collaborative application in soil landslide monitoring and early warning according to claim 1 is characterized in that: The prediction process and mathematical expression of the evolution stage in step S3 include equations (15) and (16).
5. The multi-method collaborative application in soil landslide monitoring and early warning according to claim 1 is characterized in that: The definition and mathematical expression of the stability factor in step S4 include equation (17).
6. The multi-method collaborative application in soil landslide monitoring and early warning according to claim 1 is characterized in that: In step S5, the stability factor is used as an evaluation criterion for the location of the potential failure surface.
7. The multi-method collaborative application in soil landslide monitoring and early warning according to claim 1 is characterized in that: For step S6 tf The calculation process of slope failure and the prediction criteria for highly sensitive moments of slope failure are presented.