A slope dynamic stability analysis method, device, equipment and medium

Abstract

The present invention provides a slope dynamic stability analysis method, device, equipment and medium, which relates to the field of slope safety technology, including constructing a slope numerical model, carrying out dynamic analysis on the slope numerical model under a preset seismic load to determine the position of the slip surface of the slope; dividing the position of the slip surface into a plurality of strips, arranging monitoring points at the bottom of each strip, and collecting pore pressure data of the monitoring points during the seismic load loading process; calculating the comprehensive stability safety factor of the slope during the seismic load loading process according to the pore pressure data of all monitoring points; constructing a stability safety factor calculation model, substituting the comprehensive stability safety factor into the stability safety factor calculation model, and calculating the excess pore pressure coefficient of the slope. The present invention is used to solve the technical problem that the prior art fails to fully consider the growth and dynamic changes of the pore water pressure of the soil and fails to accurately evaluate the actual stability of the slope.

Description

Technical Field

[0001] The present invention relates to the field of slope safety technology, and in particular to a slope dynamic stability analysis method, device, equipment and medium. Background Art

[0002] In the field of soil slope stability analysis, existing technologies mainly use limit equilibrium methods, such as the Bishop strip method, to evaluate slope stability. These methods have achieved certain results in evaluating the stability of slopes under static conditions. However, under dynamic loads such as earthquakes, the limitations of existing methods become particularly obvious. In particular, when considering the liquefaction of soil caused by earthquake loads, existing technologies often fail to fully consider the growth and dynamic changes of soil pore water pressure, resulting in an overly large safety factor calculation and an inability to accurately evaluate the actual stability of the slope. Summary of the invention

[0003] The purpose of the present invention is to provide a slope dynamic stability analysis method, device, equipment and medium to improve the above problems. In order to achieve the above purpose, the technical solution adopted by the present invention is as follows:

[0004] In a first aspect, the present application provides a slope dynamic stability analysis method, comprising:

[0005] Construct a slope numerical model, assign values ​​to the geometric parameters of the slope numerical model, and conduct dynamic analysis on the slope numerical model under the preset seismic load to determine the position of the slope slip surface;

[0006] The location of the slip surface is divided into several strips, and monitoring points are arranged at the bottom of each strip to collect pore pressure data at each monitoring point during the earthquake load loading process;

[0007] The comprehensive stability safety factor of the slope during earthquake loading is calculated based on the pore pressure data of all monitoring points;

[0008] Constructing a stability safety factor calculation model associated with the excess pore pressure coefficient, substituting the comprehensive stability safety factor into the stability safety factor calculation model, and calculating the excess pore pressure coefficient of the slope;

[0009] The geometric parameters and / or seismic loads of the slope are re-assigned, and the excess pore pressure coefficient of the slope under the new geometric parameters and / or seismic loads is calculated repeatedly to obtain a comparison table of the excess pore pressure coefficient of the slope, the geometric parameters, and the seismic loads.

[0010] In a second aspect, the present application also provides a slope dynamic stability analysis device, comprising:

[0011] Numerical model construction module: construct the slope numerical model, assign values ​​to the geometric parameters of the slope numerical model, and conduct dynamic analysis on the slope numerical model under the preset seismic load to determine the position of the slope sliding surface;

[0012] Acquisition module: Divide the location of the slip surface into several strips, arrange monitoring points at the bottom of each strip, and collect pore pressure data of each monitoring point during the seismic load loading process;

[0013] The first calculation module: calculates the comprehensive stability safety factor of the slope during the earthquake load loading process based on the pore pressure data of all monitoring points;

[0014] The second calculation module: constructs a stability safety factor calculation model associated with the excess pore pressure coefficient, substitutes the comprehensive stability safety factor into the stability safety factor calculation model, and calculates the excess pore pressure coefficient of the slope;

[0015] Assignment module: re-assign the geometric parameters and / or seismic loads of the slope, repeatedly calculate to obtain the excess pore pressure coefficient of the slope under the new geometric parameters and / or seismic loads, and obtain a comparison table of the excess pore pressure coefficient of the slope, the geometric parameters, and the seismic loads.

[0016] In a third aspect, the present application also provides a slope dynamic stability analysis device, comprising:

[0017] Memory for storing computer programs;

[0018] A processor is used to implement the steps of the slope dynamic stability analysis method when executing the computer program.

[0019] In a fourth aspect, the present application further provides a readable storage medium having a computer program stored thereon, and when the computer program is executed by a processor, the steps of the above-mentioned slope dynamic stability analysis method are implemented.

[0020] The beneficial effects of the present invention are:

[0021] The present invention constructs a numerical model of the slope, assigns different geometric parameters to the numerical model of the slope, applies different seismic loads, and combines the Finn pore pressure model to simulate the growth of pore pressure of the slope under seismic load, and studies the influence of pore pressure growth on slope stability under seismic load. By collecting pore pressure data during seismic load loading, the excess pore pressure coefficient of the slope is obtained, so as to establish a comparison table of the excess pore pressure coefficient of the slope, geometric parameters, and seismic load. In the subsequent application process, the excess pore pressure coefficient corresponding to the real slope is directly obtained in the comparison table to obtain the excess pore pressure coefficient of the real slope. The relationship between the excess pore pressure coefficient and the geometric parameters of the slope and the seismic intensity established by the present invention is helpful to optimize the design parameters, improve the safety and reliability of the project, and reduce the risk of geological disasters.

[0022] Other features and advantages of the present invention will be described in the following description, and partly become apparent from the description, or be understood by implementing the embodiments of the present invention. The purpose and other advantages of the present invention can be realized and obtained by the structures particularly pointed out in the written description, claims, and drawings. BRIEF DESCRIPTION OF THE DRAWINGS

[0023] In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings required for use in the embodiments are briefly introduced below. It should be understood that the following drawings only show certain embodiments of the present invention and therefore should not be regarded as limiting the scope. For ordinary technicians in this field, other related drawings can be obtained based on these drawings without creative work.

[0024] Figure 1 It is a schematic diagram of the process of the slope dynamic stability analysis method described in an embodiment of the present invention;

[0025] Figure 2 is a schematic diagram of a slope numerical model described in an embodiment of the present invention;

[0026] Figure 3 Schematic diagram of initial stress distribution of soil in an embodiment of the present invention;

[0027] Figure 4 A schematic diagram of the position of a potential sliding surface described in an embodiment of the present invention;

[0028] Figure 5 It is a schematic diagram of the division of slope strips in an embodiment of the present invention;

[0029] Figure 6 It is a schematic diagram of pore pressure data described in an embodiment of the present invention;

[0030] Figure 7 It is a schematic diagram of a dynamic safety factor variation curve described in an embodiment of the present invention;

[0031] Figure 8 Schematic diagram of the structure of the slope dynamic stability analysis device described in an embodiment of the present invention;

[0032] Fig. 9 It is a schematic diagram of the structure of the slope dynamic stability analysis equipment described in an embodiment of the present invention.

[0033] Markings in the figure:

[0034] 800. Slope dynamic stability analysis equipment; 801. Processor; 802. Memory; 803. Multimedia component; 804. I / O interface; 805. Communication component. DETAILED DESCRIPTION

[0035] In order to make the purpose, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments of the present invention will be clearly and completely described below in conjunction with the drawings in the embodiments of the present invention. Obviously, the described embodiments are part of the embodiments of the present invention, rather than all of the embodiments. The components of the embodiments of the present invention generally described and shown in the drawings here can be arranged and designed in various different configurations. Therefore, the following detailed description of the embodiments of the present invention provided in the drawings is not intended to limit the scope of the claimed invention, but merely represents selected embodiments of the present invention. Based on the embodiments in the present invention, all other embodiments obtained by ordinary technicians in this field without making creative work are within the scope of protection of the present invention.

[0036] It should be noted that similar reference numerals and letters represent similar items in the following drawings, so once an item is defined in one drawing, it does not need to be further defined and explained in the subsequent drawings. At the same time, in the description of the present invention, the terms "first", "second", etc. are only used to distinguish the description and cannot be understood as indicating or implying relative importance.

[0037] Embodiment 1:

[0038] This embodiment provides a slope dynamic stability analysis method.

[0039] See also Figure 1 , the figure shows that the method includes:

[0040] S1. Construct a slope numerical model, assign values ​​to the geometric parameters of the slope numerical model, and conduct dynamic analysis on the slope numerical model under a preset earthquake load to determine the position of the slope sliding surface;

[0041] In this embodiment, a three-dimensional slope numerical model can be constructed using computing software (such as FLAC3D), such as Figure 2As shown, the slope of the slope numerical model is assigned a value, and this implementation is described with a slope of 30°.

[0042] Specifically, the step S1 includes:

[0043] S11. Perform initial self-weight balance on the slope numerical model to simulate the initial stress distribution of the soil under its own gravity, such as Figure 3 As shown; then the seepage balance of the slope numerical model is carried out to determine the pore water pressure distribution in the soil without external load.

[0044] S12. embedding a Finn pore pressure model in the slope numerical model, wherein the Finn pore pressure model is used to simulate the change of pore water pressure in the soil under earthquake action, and setting the parameters in the Finn model according to the indoor characteristics of the soil, such as the relative density of the saturated soil;

[0045] The preset seismic load is applied to the numerical model of the slope to simulate the impact of the seismic load on the slope during loading. The dynamic analysis of the slope is carried out to simulate the response of the slope under the seismic load, including the deformation of the soil and the change of pore water pressure.

[0046] S13. Determine the failure mode and potential sliding surface location of the slope based on the dynamic analysis results, such as Figure 4 shown.

[0047] Based on the above embodiments, Figure 5 As shown, the method also includes:

[0048] S2. Divide the location of the slip surface into several strips, arrange monitoring points at the bottom of each strip, and collect pore pressure data of each monitoring point during the earthquake load loading process;

[0049] Specifically, step S2 includes:

[0050] S21. Obtain the one-dimensional elastic modulus of the slope soil unit in each loading cycle and shear strain amplitude γ;

[0051] S22. The shear strain amplitude γ and the accumulated plastic volume strain ε of the previous loading cycle vd t-1 It should be noted that the plastic volume strain increment Δε of the slope soil unit in the current loading cycle is calculated vd t , and update the accumulated plastic volume strain ε vd , where the cumulative volume strain ε vd is the cumulative sum of plastic volume strain increments;

[0052] Specifically, the plastic volume strain increment Δεvd t The calculation formula is:

[0053]

[0054] In the formula, γ represents the shear strain amplitude, C 1 and C 2 is the calculation parameter, and its calculation formula is:

[0055]

[0056] Where D r It represents the relative density of saturated soil;

[0057] S23. Calculate the pore pressure increment of the slope soil unit in the current loading cycle based on the plastic volume strain increment and the one-dimensional rebound modulus to update the accumulated pore pressure of the slope soil unit;

[0058]

[0059] S24. In the next loading cycle, the accumulated pore pressure of the soil unit is repeatedly updated until the seismic load loading is completed, and the pore pressure increment and accumulated pore pressure of the soil unit during the seismic load loading process are collected to obtain the pore pressure data u(t) of the monitoring point during the seismic load loading process;

[0060] Based on the above embodiments, the method further includes:

[0061] S3. Calculate the comprehensive stability safety factor of the slope during the earthquake load process based on the pore pressure data of all monitoring points;

[0062] Specifically, step S3 includes:

[0063] S31. Obtaining geometric parameters, material parameters and pore pressure data of each strip and block corresponding to the monitoring point;

[0064] Specifically, the geometric parameters include length, height, and sliding surface inclination, and the material parameters include cohesion, internal friction angle, and the like.

[0065] S32. According to the geometric parameters, material parameters, pore pressure data of all strips and the horizontal seismic coefficient during the seismic load loading process, the dynamic safety factor F of the slope during the seismic load loading process is calculated. s (t):

[0066]

[0067] In the formula, c i is the cohesion of strip i, is the internal friction angle of strip i, l iis the length of bar i, θ i is the sliding surface inclination angle of block i, represents the correction factor, Q i represents the horizontal seismic inertia force of block i, U i (t) represents the pore pressure data of the monitoring point corresponding to the strip i, such as Figure 6 As shown, a curve in the figure represents the air pressure data of a monitoring point;

[0068] Specifically, The calculation formula is:

[0069]

[0070] Q i The calculation formula is:

[0071] Q i =α w G i ;

[0072] In the formula, α w is the horizontal seismic coefficient, G i is the gravity of bar i.

[0073] S33. Collect the initial value of the dynamic safety factor F from the dynamic safety factor s (0) and the minimum value of the dynamic safety factor F s,min ;

[0074] In this embodiment, the minimum value of the dynamic safety factor F s,min is the stable minimum value that it tends to after the earthquake loading ends, such as Figure 7 shown.

[0075] S34. The comprehensive stability safety factor of the slope during earthquake load is calculated from the initial value of the dynamic safety factor and the minimum value of the dynamic safety factor. :

[0076]

[0077] Based on the above embodiments, the method further includes:

[0078] S4. constructing a stability safety factor calculation model associated with the excess pore pressure coefficient, substituting the comprehensive stability safety factor into the stability safety factor calculation model, and calculating the excess pore pressure coefficient of the slope;

[0079] Specifically, step S4 includes:

[0080] S41. Obtain the gravity of each bar and the distance from the bottom of the bar to the groundwater level to calculate the hydrostatic pressure of the bar:

[0081] U 0,i =γ w h w,i l i ;

[0082] Where U 0,i represents the hydrostatic pressure of bar i, γ w is the density of water, h w,i is the distance from the bottom of bar i to the water level, l i is the length of the bottom of bar i.

[0083] S42. Construct a water pressure calculation model at the bottom of the strip according to the hydrostatic pressure and excess pore pressure coefficient of the strip:

[0084]

[0085] In the formula, is the water pressure at the bottom of bar i, is the excess hydrostatic pressure, G i is the gravity of bar i, is the excess pore pressure coefficient;

[0086] in, is the actual water pressure at the bottom of block i during the seismic load loading process, that is, the initial hydrostatic pressure U 0,i and excess hydrostatic pressure generated during earthquake loading The sum of the excess hydrostatic pressure That is, the hydrostatic pressure U 0,i The excess water pressure on the foundation. According to the effective stress principle, the total stress is equal to the sum of the effective stress and the pore water pressure, so G i -U 0,i is equivalent to the initial effective stress, then It is the ratio of excess hydrostatic pressure to initial effective stress and is used to quantify the magnitude of excess hydrostatic pressure.

[0087] S43. Using the water pressure calculation model at the bottom of the strip, a stability safety factor calculation model associated with the excess pore pressure coefficient is constructed:

[0088]

[0089] S44. Assigning a value to the excess pore pressure coefficient, and substituting the assigned excess pore pressure coefficient into the stability safety factor obtained in the comprehensive stability safety factor calculation model;

[0090] S45. Determine whether the stability safety factor is equal to the comprehensive stability safety factor:

[0091] If not, adjust the value of excess pore pressure coefficient, and use the adjusted excess pore pressure coefficient to iteratively calculate the stability safety factor;

[0092] S46. When the calculated stability safety factor is equal to the comprehensive stability safety factor, the final excess pore pressure coefficient is obtained.

[0093] Based on the above embodiments, the method further includes:

[0094] S5. Re-assign the geometric parameters and / or seismic loads of the slope, repeat the calculation to obtain the excess pore pressure coefficient of the slope under the new geometric parameters and / or seismic loads, and obtain a comparison table of the excess pore pressure coefficient of the slope, the geometric parameters, and the seismic loads, as shown in Table 1:

[0095] Table 1 Comparison table

[0096]

[0097] Based on the above embodiments, the method further includes:

[0098] S6. Obtaining the geometric parameters of the real slope and the earthquake load that occurred, and searching the excess pore pressure coefficient corresponding to the geometric parameters and the earthquake load in the comparison table;

[0099] Specifically, the geometric parameters of the actual slope are measured, including the height, slope, and position of the sliding surface.

[0100] Based on historical earthquake records and earthquake engineering standards, the earthquake load experienced by the actual slope is determined, including the horizontal seismic coefficient and earthquake intensity.

[0101] S7. Dividing the sliding surface of the real slope into a plurality of strips, and calculating the water pressure at the bottom of each strip according to the excess pore pressure coefficient;

[0102] S8. Substituting the geometric parameters of the real slope and the water pressure at the bottom of all the strips into the stability safety factor calculation model, and calculating the stability safety factor of the real slope;

[0103] The calculated stability safety factor is used to evaluate the stability of the actual slope under earthquake action. If the stability safety factor is greater than 1, it means the slope is stable; if it is less than 1, it means there is a potential risk of instability.

[0104] This embodiment shows that by obtaining the geometric parameters and seismic load of the real slope, the water pressure at the bottom of each strip is calculated in combination with the excess pore pressure coefficient, and finally the stability safety factor of the real slope is calculated. This provides a scientific basis for the design and risk management of the slope and can effectively reduce the risk of geological disasters.

[0105] Embodiment 2:

[0106] like Figure 8 As shown, this embodiment provides a slope dynamic stability analysis device, the device comprising:

[0107] Numerical model construction module: construct the slope numerical model, assign values ​​to the geometric parameters of the slope numerical model, and conduct dynamic analysis on the slope numerical model under the preset seismic load to determine the position of the slope sliding surface;

[0108] Acquisition module: Divide the location of the slip surface into several strips, arrange monitoring points at the bottom of each strip, and collect pore pressure data of each monitoring point during the seismic load loading process;

[0109] The first calculation module: calculates the comprehensive stability safety factor of the slope during the earthquake load loading process based on the pore pressure data of all monitoring points;

[0110] The second calculation module: constructs a stability safety factor calculation model associated with the excess pore pressure coefficient, substitutes the comprehensive stability safety factor into the stability safety factor calculation model, and calculates the excess pore pressure coefficient of the slope;

[0111] Assignment module: re-assign the geometric parameters and / or seismic loads of the slope, repeatedly calculate to obtain the excess pore pressure coefficient of the slope under the new geometric parameters and / or seismic loads, and obtain a comparison table of the excess pore pressure coefficient of the slope, the geometric parameters, and the seismic loads.

[0112] Based on the above embodiment, the numerical model building module includes:

[0113] Self-balancing unit: performs initial self-weight balance and seepage balance on the slope numerical model;

[0114] Simulation unit: embed the Finn pore pressure model into the slope numerical model, apply the preset seismic load to the slope numerical model, simulate the impact of the seismic load on the slope during loading, and conduct dynamic analysis on the slope;

[0115] Determine unit: Determine the failure mode and sliding surface location of the slope based on the dynamic analysis results.

[0116] Based on the above embodiment, the acquisition module includes:

[0117] The first acquisition unit: in each loading cycle, the one-dimensional elastic modulus and shear strain amplitude of the slope soil unit are obtained;

[0118] The first calculation unit: calculates the plastic volume strain increment of the slope soil unit in the current loading cycle based on the shear strain amplitude and the cumulative plastic volume strain of the previous loading cycle, and updates the cumulative plastic volume strain;

[0119] Update unit: Calculate the pore pressure increment of the slope soil unit in the current loading cycle by the plastic volume strain increment and the one-dimensional rebound modulus to update the accumulated pore pressure of the slope soil unit;

[0120] Iteration unit: In the next loading cycle, the cumulative pore pressure of the soil unit is repeatedly updated until the seismic load loading is completed. The pore pressure increment and cumulative pore pressure of the soil unit during the seismic load loading process are collected to obtain the pore pressure data of the monitoring point during the seismic load loading process.

[0121] Based on the above embodiment, the first calculation module includes:

[0122] The second acquisition unit is used to acquire the geometric parameters, material parameters and pore pressure data of each strip and block and the corresponding monitoring point;

[0123] The second calculation unit: calculates the dynamic safety factor of the slope during the seismic load loading process based on the geometric parameters, material parameters, pore pressure data of all strips and blocks and the horizontal seismic coefficient during the seismic load loading process;

[0124] Collection unit: collects the initial value of the power safety factor and the minimum value of the power safety factor from the power safety factor;

[0125] The third calculation unit: the comprehensive stability safety factor of the slope during the earthquake load loading process is calculated based on the initial value of the dynamic safety factor and the minimum value of the dynamic safety factor.

[0126] Based on the above embodiment, the second calculation module includes:

[0127] The third calculation unit: obtains the gravity of each strip and the distance from the bottom of the strip to the groundwater level line to calculate the hydrostatic pressure of the strip;

[0128] The first construction unit: constructs a water pressure calculation model at the bottom of the strip according to the hydrostatic pressure and excess pore pressure coefficient of the strip;

[0129] The second construction unit: constructs a stability safety factor calculation model associated with the excess pore pressure coefficient using the water pressure calculation model at the bottom of the strip;

[0130] Assignment unit: Assign a value to the excess pore pressure coefficient, and substitute the assigned excess pore pressure coefficient into the stability safety factor obtained in the comprehensive stability safety factor calculation model;

[0131] First judgment unit: judging whether the stability safety factor is equal to the comprehensive stability safety factor:

[0132] If not, adjust the value of excess pore pressure coefficient, and use the adjusted excess pore pressure coefficient to iteratively calculate the stability safety factor;

[0133] The second judgment unit: when the calculated stability safety factor is equal to the comprehensive stability safety factor, the final excess pore pressure coefficient is obtained.

[0134] Based on the above embodiment, the assignment module further includes:

[0135] The search module obtains the geometric parameters of the real slope and the earthquake load, and searches for the excess pore pressure coefficient corresponding to the geometric parameters and the earthquake load in the comparison table;

[0136] Strip division module: divide the sliding surface of the real slope into several strips, and calculate the water pressure at the bottom of each strip according to the excess pore pressure coefficient;

[0137] The third calculation module: Substitute the geometric parameters of the real slope and the water pressure at the bottom of all strips into the stability safety factor calculation model to calculate the stability safety factor of the real slope.

[0138] It should be noted that, regarding the device in the above embodiment, the specific manner in which each module performs the operation has been described in detail in the embodiment of the method, and will not be elaborated here.

[0139] Embodiment 3:

[0140] Corresponding to the above method embodiment, this embodiment further provides a slope dynamic stability analysis device, and the slope dynamic stability analysis device described below and the slope dynamic stability analysis method described above can refer to each other.

[0141] Fig. 9 FIG. 8 is a block diagram of a slope dynamic stability analysis device 800 according to an exemplary embodiment. Fig. 9 As shown, the slope dynamic stability analysis device 800 may include: a processor 801 and a memory 802. The slope dynamic stability analysis device 800 may also include one or more of a multimedia component 803, an I / O interface 804, and a communication component 805.

[0142] The processor 801 is used to control the overall operation of the slope dynamic stability analysis device 800 to complete all or part of the steps in the above-mentioned slope dynamic stability analysis method. The memory 802 is used to store various types of data to support the operation of the slope dynamic stability analysis device 800, and these data may include, for example, instructions for any application or method operating on the slope dynamic stability analysis device 800, and application-related data, such as contact data, sent and received messages, pictures, audio, video, etc. The memory 802 can be implemented by any type of volatile or non-volatile storage device or a combination thereof, such as static random access memory (SRAM), electrically erasable programmable read-only memory (EEPROM), erasable programmable read-only memory (EPROM), programmable read-only memory (PROM), read-only memory (ROM), magnetic memory, flash memory, disk or optical disk. The multimedia component 803 may include a screen and an audio component. The screen may be, for example, a touch screen, and the audio component is used to output and / or input audio signals. For example, the audio component may include a microphone for receiving external audio signals. The received audio signal may be further stored in the memory 802 or sent via the communication component 805. The audio component also includes at least one speaker for outputting audio signals. The I / O interface 804 provides an interface between the processor 801 and other interface modules, and the above-mentioned other interface modules can be keyboards, mice, buttons, etc. These buttons can be virtual buttons or physical buttons. The communication component 805 is used for wired or wireless communication between the slope dynamic stability analysis device 800 and other devices. Wireless communication, such as Wi-Fi, Bluetooth, Near Field Communication (NFC), 2G, 3G or 4G, or a combination of one or more of them, so the corresponding communication component 805 can include: Wi-Fi module, Bluetooth module, NFC module.

[0143] In an exemplary embodiment, the slope dynamic stability analysis device 800 can be implemented by one or more application specific integrated circuits (Application Specific Integrated Circuit, referred to as ASIC), digital signal processors (Digital Signal Processor, referred to as DSP), digital signal processing devices (Digital Signal Processing Device, referred to as DSPD), programmable logic devices (Programmable Logic Device, referred to as PLD), field programmable gate arrays (Field Programmable Gate Array, referred to as FPGA), controllers, microcontrollers, microprocessors or other electronic components to execute the above-mentioned slope dynamic stability analysis method.

[0144] In another exemplary embodiment, a computer-readable storage medium including program instructions is also provided, and when the program instructions are executed by a processor, the steps of the above-mentioned slope dynamic stability analysis method are implemented. For example, the computer-readable storage medium can be the above-mentioned memory 802 including program instructions, and the above-mentioned program instructions can be executed by the processor 801 of the slope dynamic stability analysis device 800 to complete the above-mentioned slope dynamic stability analysis method.

[0145] Embodiment 4:

[0146] Corresponding to the above method embodiment, a readable storage medium is also provided in this embodiment. The readable storage medium described below and the slope dynamic stability analysis method described above can refer to each other.

[0147] A readable storage medium stores a computer program, which, when executed by a processor, implements the steps of the slope dynamic stability analysis method of the above method embodiment.

[0148] The readable storage medium may specifically be a U disk, a mobile hard disk, a read-only memory (ROM), a random access memory (RAM), a magnetic disk or an optical disk, or other readable storage medium that can store program codes.

[0149] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. For those skilled in the art, the present invention may have various modifications and variations. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present invention shall be included in the protection scope of the present invention.

[0150] The above is only a specific embodiment of the present invention, but the protection scope of the present invention is not limited thereto. Any person skilled in the art can easily think of changes or substitutions within the technical scope disclosed by the present invention, which should be included in the protection scope of the present invention. Therefore, the protection scope of the present invention should be based on the protection scope of the claims.

Claims

1. A slope dynamic stability analysis method, characterized in that: include: Construct a slope numerical model, assign values ​​to the geometric parameters of the slope numerical model, and conduct dynamic analysis on the slope numerical model under the preset seismic load to determine the position of the slope slip surface; The location of the slip surface is divided into several strips, and monitoring points are arranged at the bottom of each strip to collect pore pressure data at each monitoring point during the earthquake load loading process; The comprehensive stability safety factor of the slope during earthquake loading is calculated based on the pore pressure data of all monitoring points; Constructing a stability safety factor calculation model associated with the excess pore pressure coefficient, substituting the comprehensive stability safety factor into the stability safety factor calculation model, and calculating the excess pore pressure coefficient of the slope; Re-assign the geometric parameters and / or seismic loads of the slope, repeat the calculation to obtain the excess pore pressure coefficient of the slope under the new geometric parameters and / or seismic loads, and obtain a comparison table of the excess pore pressure coefficient of the slope, the geometric parameters, and the seismic loads; The preset seismic load is applied to the slope numerical model, and the dynamic analysis of the slope under the seismic load is carried out to determine the failure mode and the position of the sliding surface of the slope, including: Performing initial deadweight balance and seepage balance on the slope numerical model; Embed the Finn pore pressure model in the slope numerical model, apply the preset seismic load to the slope numerical model, simulate the impact of the seismic load on the slope during loading, and conduct dynamic analysis on the slope; The failure mode and sliding surface location of the slope are determined based on the dynamic analysis results.

2. The slope dynamic stability analysis method according to claim 1, characterized in that: Collect pore pressure data at each monitoring point during seismic load loading, including: In each loading cycle, the one-dimensional elastic modulus and shear strain amplitude of the slope soil unit are obtained; The plastic volume strain increment of the slope soil unit in the current loading cycle is calculated based on the shear strain amplitude and the cumulative plastic volume strain of the previous loading cycle, and the cumulative plastic volume strain is updated; The pore pressure increment of the slope soil unit in the current loading cycle is calculated by the plastic volume strain increment and the one-dimensional rebound modulus to update the accumulated pore pressure of the slope soil unit. In the next loading cycle, the accumulated pore pressure of the soil unit is repeatedly updated until the seismic load loading is completed. The pore pressure increment and accumulated pore pressure of the soil unit during the seismic load loading process are collected to obtain the pore pressure data of the monitoring point during the seismic load loading process.

3. The slope dynamic stability analysis method according to claim 1, characterized in that: After obtaining the comparison table of excess pore pressure coefficient, geometric parameters and seismic load of the slope, it also includes: Obtaining the geometric parameters of the real slope and the earthquake load that occurred, and searching the excess pore pressure coefficient corresponding to the geometric parameters and the earthquake load in a comparison table; The sliding surface of the real slope is divided into a plurality of strips and blocks, and the water pressure at the bottom of each strip and block is calculated according to the excess pore pressure coefficient; The geometric parameters of the real slope and the water pressure at the bottom of all strips are substituted into the stability safety factor calculation model to calculate the stability safety factor of the real slope.

4. A slope dynamic stability analysis device, characterized in that: include: Numerical model construction module: construct the slope numerical model, assign values ​​to the geometric parameters of the slope numerical model, and conduct dynamic analysis on the slope numerical model under the preset seismic load to determine the position of the slope sliding surface; Acquisition module: Divide the location of the slip surface into several strips, arrange monitoring points at the bottom of each strip, and collect pore pressure data of each monitoring point during the seismic load loading process; The first calculation module: calculates the comprehensive stability safety factor of the slope during the earthquake load loading process based on the pore pressure data of all monitoring points; The second calculation module: constructs a stability safety factor calculation model associated with the excess pore pressure coefficient, substitutes the comprehensive stability safety factor into the stability safety factor calculation model, and calculates the excess pore pressure coefficient of the slope; Assignment module: re-assign the geometric parameters and / or seismic loads of the slope, repeatedly calculate to obtain the excess pore pressure coefficient of the slope under the new geometric parameters and / or seismic loads, and obtain a comparison table of the excess pore pressure coefficient of the slope, the geometric parameters, and the seismic loads; Wherein, the numerical model building module includes: Self-balancing unit: performs initial self-weight balance and seepage balance on the slope numerical model; Simulation unit: embed the Finn pore pressure model into the slope numerical model, apply the preset seismic load to the slope numerical model, simulate the impact of the seismic load on the slope during loading, and conduct dynamic analysis on the slope; Determine unit: Determine the failure mode and sliding surface location of the slope based on the dynamic analysis results.

5. The slope dynamic stability analysis device according to claim 4, characterized in that: The acquisition module comprises: The first acquisition unit: in each loading cycle, the one-dimensional elastic modulus and shear strain amplitude of the slope soil unit are obtained; The first calculation unit: calculates the plastic volume strain increment of the slope soil unit in the current loading cycle based on the shear strain amplitude and the cumulative plastic volume strain of the previous loading cycle, and updates the cumulative plastic volume strain; Update unit: The pore pressure increment of the slope soil unit in the current loading cycle is calculated by the plastic volume strain increment and the one-dimensional rebound modulus to update the accumulated pore pressure of the slope soil unit; Iteration unit: In the next loading cycle, the cumulative pore pressure of the soil unit is repeatedly updated until the seismic load loading is completed. The pore pressure increment and cumulative pore pressure of the soil unit during the seismic load loading process are collected to obtain the pore pressure data of the monitoring point during the seismic load loading process.

6. The slope dynamic stability analysis device according to claim 4, characterized in that: The assignment module also includes: Search module: The search module obtains the geometric parameters of the real slope and the earthquake load, and searches for the excess pore pressure coefficient corresponding to the geometric parameters and the earthquake load in the comparison table; Strip division module: divide the sliding surface of the real slope into several strips, and calculate the water pressure at the bottom of each strip according to the excess pore pressure coefficient; The third calculation module: Substitute the geometric parameters of the real slope and the water pressure at the bottom of all strips into the stability safety factor calculation model to calculate the stability safety factor of the real slope.

7. A slope dynamic stability analysis device, characterized in that: include: Memory for storing computer programs; A processor is used to implement the steps of the slope dynamic stability analysis method as described in any one of claims 1 to 3 when executing the computer program.

8. A readable storage medium, characterized in that: The readable storage medium stores a computer program, and when the computer program is executed by a processor, the steps of the slope dynamic stability analysis method according to any one of claims 1 to 3 are implemented.

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