Pile cutting landslide global stability evaluation method, system and equipment considering anti-slide pile section thickness and medium

Abstract

The invention provides a pile cutting landslide global stability evaluation method, system and equipment considering the section thickness of an anti-slide pile and a medium. The method comprises the following steps that S1, the anti-slide pile is constructed, and a soil pressure meter is buried; s2, anti-slide pile thrust monitoring, strip block stress analysis at the pile position and effective resistance acquisition; and S3, landslide global stability evaluation. By monitoring the thrust of the anti-slide pile and considering the influence of the thickness of the section of the anti-slide pile on the effective resistance of the anti-slide pile, the invention provides a method for acquiring the effective resistance value actually exerted by the anti-slide pile in real time, so that the real-time analysis of the sliding stability of the pile-added landslide along the original sliding surface is realized; and global stability real-time analysis is carried out on landslides sliding out along pile cutting point positions with different depths, and full-profile and full-time-period early warning control of landslide control engineering is facilitated.

Description

Technical Field

[0001] The present invention belongs to a new monitoring technology and stability evaluation technology in the field of geological disaster prevention and control, and in particular provides a method, system, equipment and medium for evaluating the global stability of a cut-pile landslide taking into account the cross-sectional thickness of the anti-slide piles. Background Art

[0002] Anti-slide pile reinforcement is the most common technical means in landslide geological disaster management and is widely used. However, cases of failure of anti-slide pile projects are often heard. The main reasons are as follows: ① During the design, the anti-slide force exerted by the anti-slide pile under the extreme condition is usually used to measure the stability safety margin of the pile-added landslide, ignoring the actual anti-slide force exerted by the anti-slide pile at different times; ② The design thrust value of the anti-slide pile used in the design does not take into account the influence of the actual cross-sectional thickness of the anti-slide pile. When monitoring the thrust of the anti-slide pile, the difference between the measured thrust behind the pile and the resistance before the pile is actually different from the design thrust value of the anti-slide pile used in the design. The former is usually greater than the latter, and correction processing is required before it can be used to evaluate the stability of the landslide after adding anti-slide piles; ③ Usually only the shear failure of the original sliding surface is focused on, ignoring the risk of sheared pile failure from different pile positions on the slope, so there is a lack of full-domain stability evaluation technology for cut pile landslides.

[0003] In the above context, real-time monitoring of the thrust of anti-slide piles, precise acquisition of effective resistance values ​​by considering the cross-sectional thickness of the anti-slide piles, and subsequent global stability evaluation of pile-cut landslides at all times are important ways to avoid the failure of anti-slide pile projects. Summary of the invention

[0004] The first object of the present invention is to provide a method for evaluating the global stability of a cut-pile landslide taking into account the cross-sectional thickness of the anti-slide piles.

[0005] To this end, the above-mentioned purpose of the present invention is achieved through the following technical solutions:

[0006] A method for evaluating the global stability of a pile-cut landslide taking into account the cross-sectional thickness of an anti-slide pile comprises the following steps:

[0007] S1. Anti-slide pile construction and earth pressure gauge burial

[0008] For the landslide body that needs to be controlled, the location for laying anti-slide piles is first selected, and the distance between the piles is set. Then, the longitudinal main sliding profile line of the landslide is arranged along the main sliding direction of the landslide for obtaining the longitudinal profile of the landslide, and the sliding body transverse profile line is arranged along the transverse direction of the landslide at the pile position for obtaining the sliding body transverse profile at the pile position. Then, the anti-slide pile construction and soil pressure gauge burial work are carried out. Combined with the reinforcement process of the landslide anti-slide piles, the pile adding stage is divided into 6 different pile adding stages, namely the original slope stage (i), the first batch of pile drilling stage (ii), the initial stage of the first batch of piles (iii), the second batch of pile drilling stage (iv), the initial stage of the second batch of piles (v), and the anti-slide pile system effective stage (vi).

[0009] S2. Anti-sliding pile thrust monitoring, pile block force analysis, and effective resistance acquisition

[0010] After the earth pressure gauge is buried, the thrust monitoring within the action range of the anti-sliding pile is implemented; the single-width strip at the pile position is generalized, and according to the thrust monitoring results, the real-time distribution of the front-side stress resistance and rear-side thrust stress of the strip at different pile-adding stages is quantified, and the force analysis of the strip is carried out; then, according to the force analysis of the strip at the pile position, the stress resistance of the strip at the pile position at different pile-adding stages is quantified, and then the stress resistance of the strip at the pile position at different pile-adding stages is compared and deducted with the stress resistance of the strip at the pile position at the original slope stage, so as to obtain the stress resistance of the strip at different pile-adding stages. The actual additional stress resistance value of the strips and blocks at the pile position due to the excavation of the pile hole or the pile formation in the pile stage is the effective stress resistance; this treatment method takes into account the thickness of the strips and blocks on the longitudinal section of the landslide occupied by the cross-sectional thickness of the anti-slide pile, that is, the strips and blocks with the same thickness as the anti-slide piles at the pile position under the original slope conditions have a certain amount of stress resistance. The effective stress resistance of the anti-slide piles at different pile addition stages that really take effect on the stabilization of the landslide should be obtained by deducting the stress resistance of the strips and blocks at the pile position at the original slope stage from the stress resistance of the strips and blocks at the pile position at each pile addition stage. For example: in stages i, iii, and v, the initial stage of pile formation is regarded as the same as the original slope stage, and the forces on the strips and blocks at the pile position are all regarded as static, and the original stress resistance of the strips and blocks is p i (x)-p i-1 (x); In the ii and iv stages, the pile drilling will cause partial leakage of the anti-sliding force of the bar at the pile position, which is related to time. Therefore, the bar anti-sliding stress at time t is p i (x,t)'-p i-1 (x, t)', the additional leakage stress of the strip is Δp 漏 (x,t)=(p i (x,t)'-p i-1 (x,t)')-(p i (x)-p i-1 (x)); In stage vi, the anti-sliding piles gradually take effect after being piled, and the anti-sliding force they provide gradually increases with time. Therefore, the anti-sliding stress of the strip at time t is p i (x,t)”-pi-1 (x, t)′′, the effective stress resistance of the strip is Δp 桩净 (x,t)=(p i (x,t)”-p i-1 (x,t)”)-(p i (x)-p i-1 (x)).

[0011] S3. Evaluation of the overall stability of landslides

[0012] The longitudinal main sliding profile of the landslide is generalized at different piling stages, and the effective resisting stress of the corresponding stage is applied on the center line of the strip at the pile position. At the same time, cutting pile points of different depths are randomly set on the center line of the strip. Then, the stability analysis of the landslide sliding along the original sliding surface can be carried out according to the longitudinal main sliding profile of the landslide and the effective resisting stress of the corresponding stage. According to the cutting pile points of different depths, the most dangerous sliding surface search along the cutting pile points of different depths and the global stability analysis of the landslide can be carried out.

[0013] While adopting the above technical solutions, the present invention may also adopt or combine the following technical solutions:

[0014] As a preferred technical solution of the present invention: the anti-slide pile construction and earth pressure gauge burying work in step S1 specifically includes the following process:

[0015] S11. At the original slope stage, starting from the sliding zone, install front soil pressure gauges and rear soil pressure gauges at equal intervals from bottom to top on both sides of the soil between the set anti-sliding piles until the slope surface;

[0016] S12, drilling the first batch of piles, excavating pile holes according to the size of the anti-sliding piles, the pile holes need to penetrate the sliding belt to the sliding bed, and then the first batch of piles are cast, that is, steel bars are tied into the pile holes and concrete is poured from bottom to top. While the piles are being cast, soil pressure gauges in front of the pile and soil pressure gauges behind the pile are installed at equal intervals from bottom to top on both sides of the front and rear of the pile body, starting from the position of the sliding belt, until the slope surface;

[0017] S13. Drill the second batch of piles. Excavate the pile holes according to the size of the anti-sliding piles. The pile holes need to penetrate the sliding belt to the sliding bed. Then start pouring the second batch of piles. That is, tie the steel bars into the pile holes and pour concrete from bottom to top. While the piles are being cast, install the front soil pressure gauge and the back soil pressure gauge at equal intervals on the front and rear sides of the pile body from bottom to top, starting from the position of the sliding belt, until the slope surface.

[0018] As a preferred technical solution of the present invention: in step S2, the specific process is as follows:

[0019] S21. Plane force analysis of anti-slide pile action range

[0020] The plane force analysis unit of the anti-sliding pile action range includes the selection of the analysis unit and the differentiation of the force characteristics within the action range of a single anti-sliding pile at different pile adding stages; the selection of the analysis unit, its lateral action range includes the single pile extending to the left and right sides respectively to the center of the adjacent piles, and its longitudinal action range is controlled within the thickness range of the anti-sliding pile itself; the action range of a single anti-sliding pile, its lateral action range includes the single pile extending to the left and right sides respectively to the middle position between the adjacent piles, and its longitudinal action range is controlled within the thickness range of the anti-sliding pile itself, and the force characteristics within the action range of a single anti-sliding pile at different pile adding stages are differentiated to obtain the force characteristics within the action range of a single anti-sliding pile at different pile adding stages by combining the monitoring results of all soil pressure gauges at different pile adding stages;

[0021] S22, analysis of the forces on the strips at the pile position

[0022] The force analysis of the strips at the pile position is to take any vertical strips of unit width at the pile position within the action range of a single anti-sliding pile for force analysis, mainly including the analysis of the vertical distribution of the front side stress and rear side thrust stress of the strips at the pile position at different pile-adding stages; in stages i, iii, and v, the initial stage of pile formation is regarded as the same as the original slope stage, and the anti-sliding piles do not take effect immediately at the initial stage of pile formation, and the force of the strips at the pile position is regarded as static, that is, the front side stress of the strips at the pile position is p i-1 (x), the lateral thrust stress behind the strip is p i (x), x is the vertical coordinate; in stages ii and iv, the pile drilling will cause partial leakage of the anti-sliding force of the bar at the pile position, which is related to time. Therefore, the front side stress of the bar at time t is p i-1 (x, t)', the lateral thrust stress behind the strip is p i (x, t)'; In stage vi, the anti-sliding piles gradually take effect after being piled, and the anti-sliding force they provide gradually increases with time. Therefore, the stress on the front side of the strip at time t is p i-1 (x, t)′′, the lateral thrust stress behind the strip is p i (x,t)”;

[0023] S23, effective resistance acquisition

[0024] On the basis of the stress analysis of the strips at the pile position, the thickness of the strips on the longitudinal section of the landslide occupied by the cross-sectional thickness of the anti-slide pile is considered, that is, the strips at the pile position with the same thickness as the anti-slide pile under the original slope condition have a certain stress resistance. The effective stress resistance of the anti-slide piles at different pile-adding stages for the landslide stabilization should be obtained by deducting the stress resistance of the strips at the pile position at the original slope stage from the stress resistance of the strips at the pile position at each pile-adding stage. In stages i, iii, and v, the initial stage of pile construction is regarded as the same as the original slope stage, and the stress of the strips at the pile position is regarded as static, and the original stress resistance of the strips is p i (x)-p i-1(x); In the ii and iv stages, the pile drilling will cause partial leakage of the anti-sliding force of the bar at the pile position, which is related to time. Therefore, the bar anti-sliding stress at time t is p i (x,t)'-p i-1 (x, t)', the additional leakage stress of the strip is Δp 漏 (x,t)=(p i (x,t)'-p i-1 (x,t)')-(p i (x)-p i-1 (x)); In stage vi, the anti-sliding piles gradually take effect after being piled, and the anti-sliding force they provide gradually increases with time. Therefore, the anti-sliding stress of the strip at time t is p i (x,t)”-p i-1 (x, t)′′, the effective stress resistance of the strip is Δp 桩净 (x,t)=(p i (x,t)”-p i-1 (x,t)”)-(p i (x)-p i-1 (x)).

[0025] The second object of the present invention is to provide a global stability evaluation system for cut-pile landslides taking into account the cross-sectional thickness of the anti-slide piles.

[0026] To this end, the above-mentioned purpose of the present invention is achieved through the following technical solutions:

[0027] A global stability evaluation system for pile-cut landslides considering the cross-sectional thickness of anti-slide piles includes the following modules:

[0028] - a thrust monitoring data acquisition module, which is used to acquire thrust monitoring data within the action range of the anti-sliding pile;

[0029] - A module for analyzing the force of the strips at the pile position, which is used to generalize the single-width strips at the pile position, and quantify the real-time distribution of the front-side resistance stress and the rear-side thrust stress of the strips according to the thrust monitoring results obtained by the thrust monitoring data acquisition module, integrate and obtain the real-time values ​​of the front-side resistance and rear-side thrust of the strips, and carry out the force analysis of the strips;

[0030] - An effective resistance acquisition module, which is used to quantify the stress resistance of the blocks at the pile positions at different pile adding stages according to the stress analysis results of the blocks at the pile positions obtained by the stress analysis module of the blocks at the pile positions, and then compare and deduct the stress resistance of the blocks at the pile positions at different pile adding stages with the stress resistance of the blocks at the pile positions at the original slope stage, so as to obtain the real additional stress resistance value of the blocks at the pile positions at different pile adding stages due to the excavation of pile holes or after pile formation, that is, the effective stress resistance;

[0031] - A landslide global stability evaluation module, which is used to generalize the longitudinal main sliding profile of the landslide at different pile-adding stages and apply the effective stress resistance of the corresponding stage on the center line of the strip at the pile position, and randomly set cutting points of different depths on the center line of the strip. Then, the stability analysis of the landslide sliding along the original sliding surface can be carried out according to the longitudinal main sliding profile of the landslide and the effective stress resistance of the corresponding stage, and the most dangerous sliding surface search and global stability analysis of the landslide can be carried out according to the cutting points of different depths.

[0032] The third object of the present invention is to provide an electronic device, comprising a processor, a communication interface, a memory and a communication bus, wherein the processor, the communication interface and the memory communicate with each other via the communication bus, and wherein:

[0033] a memory for storing a computer program,

[0034] A processor is used to execute the computer program stored in the memory to implement the steps of the method for evaluating the global stability of a cut-pile landslide taking into account the cross-sectional thickness of the anti-slide piles as described above.

[0035] Another object of the present invention is to provide a computer-readable storage medium, characterized in that: the computer-readable storage medium stores a computer program, and when the computer program is executed by a processor, the steps of the method for evaluating the global stability of a cut-pile landslide taking into account the cross-sectional thickness of the anti-slide piles as described above are implemented.

[0036] The present invention provides a method, system, equipment and medium for evaluating the global stability of a pile-cut landslide taking into account the cross-sectional thickness of anti-slide piles. By monitoring the thrust of the anti-slide piles and considering the influence of the cross-sectional thickness of the anti-slide piles on the effective resistance of the anti-slide piles, a method for obtaining the effective resistance value actually exerted by the anti-slide piles in real time is proposed, thereby realizing real-time analysis of the stability of a pile-added landslide sliding along the original sliding surface and real-time analysis of the global stability of a landslide sliding along pile-cut points at different depths, thereby facilitating full-section and full-time early warning control of landslide control projects.

[0037] Specifically, compared with the existing anti-slide pile management technology, the present invention has the following beneficial effects:

[0038] 1) The present invention proposes the concept of real-time effectiveness of anti-slide piles, and proposes that the stability of piled landslides can be dynamically evaluated in combination with real-time monitoring of the anti-slide pile thrust, thereby avoiding the traditional design of directly using the anti-slide force exerted by the anti-slide piles under extreme conditions to statically measure the safety margin of the piled landslide body.

[0039] 2) The present invention proposes the concept of effective resistance of anti-slide piles by considering the cross-sectional thickness of the anti-slide piles, and proposes a method for obtaining the effective resistance of anti-slide piles based on real-time monitoring of the thrust of the anti-slide piles, so that the real-time monitoring data of the thrust of the anti-slide piles can be more reasonably used for real-time evaluation of the stability of pile-added landslides.

[0040] 3) The present invention emphasizes the monitoring and acquisition of the effective resistance of the anti-slide pile system at different times, and pays attention to the examination of the real-time stability state of the piled landslide, thereby strengthening the whole process control of the landslide control project.

[0041] 4) The present invention not only focuses on the shear failure of the original sliding surface, but also emphasizes the risk of damage caused by pile cuts from different pile body positions on the slope. By monitoring the thrust of anti-sliding piles to quantify the effective stress resistance in real time, the global stability evaluation technology of pile cut landslides has been expanded, ensuring the stability control of the landslide in the "full profile, full time period, and full process".

[0042] 5) The present invention realizes real-time early warning control of landslide control projects from the perspective of global stability through anti-slide pile thrust monitoring and effective resistance acquisition methods, achieving the effect of installing a "safety monitor" for landslide control projects. BRIEF DESCRIPTION OF THE DRAWINGS

[0043] Figure 1 This is a diagram showing the entire process of adding piles to a landslide.

[0044] Figure 2 for Figure 1 Elevation view of sliding body II-II at the pile position and diagram of earth pressure gauge layout.

[0045] Figure 3 It is a diagram of the plane force analysis unit within the action range of the anti-slide piles at different stages of pile addition.

[0046] Figure 4a-4c This is the distribution diagram of effective stress resistance of strips and blocks at pile positions at different piling stages.

[0047] Figure 5a-5c It is a stability evaluation model for landslides subjected to effective resistance at different pile addition stages.

[0048] Figure 6 This is the evolution curve of effective resistance and stability during the whole process of landslide piling.

[0049] Figure 7 It is a global stability evaluation model for pile-cutting landslide.

[0050] Figure 8 This is the global stability evolution curve of the pile-cutting landslide.

[0051] Among them, 1-sliding body, 2-landslide boundary, 3a-earth pressure gauge at the back of piles, 3a-1-earth pressure gauge at the top of the back of piles, 3a-n-earth pressure gauge at the bottom of the back of piles, 3b-earth pressure gauge at the front of piles, 3b-1-earth pressure gauge at the top of the front of piles, 3b-n-earth pressure gauge at the bottom of the front of piles, 4-analysis unit, 5-reservoir water, 6-longitudinal main sliding profile of landslide, 6a-transverse profile of sliding body at pile position, 7a-first batch of pile drilling, 7b-second batch of pile drilling, 8a-first batch of piles, 8b-second batch of piles, 8c-free section of anti-sliding pile, 8d-anchor section of anti-sliding pile, 9a-earth pressure gauge at the back of pile, 9a-1-earth pressure gauge at the top of the back of pile force gauge, 9a-n-earth pressure gauge at the bottom of the pile, 9b-earth pressure gauge in front of the pile, 9b-1-earth pressure gauge at the top of the pile, 9b-n-earth pressure gauge at the bottom of the pile, 10-groundwater level in the slope, 11-sliding belt, 12-sliding bed, 13-post-thrust stress distribution within the action range of the anti-sliding piles at stages (i, iii, v), 14-front-side stress distribution within the action range of the anti-sliding piles at stages (i, iii, v), 15-analysis unit range length, 16-post-thrust stress distribution within the action range of the anti-sliding piles at stages (ii, iv), 17-front-side stress distribution within the action range of the anti-sliding piles at stages (ii, iv), 18-anti-sliding pile cross-sectional length d , 19-anti-sliding pile cross-sectional thickness h, 20-vi stage anti-sliding pile rear side thrust stress distribution within the action range, 21-vi stage anti-sliding pile front side stress distribution within the action range, 22a-soil arch effect behind the pile, 22b-soil arch effect in front of the pile, 23-generalized pile position strip (thickness h), 24-(i, iii, v) stage strip front side stress distribution at the pile position, 25-(i, iii, v) stage strip rear side thrust stress distribution at the pile position, 26-(i, iii, v) stage strip original soil stress, 27-anti-sliding pile free section length L, 28-depth coordinate axis, 29-(ii, iv) stage strip front side stress distribution at the pile position force distribution, 30-(ii, iv) stage, the lateral thrust stress distribution of the strip block at the pile position, 31-(ii, iv) stage, the stress distribution of the strip block after the pile is dug, 32-(ii, iv) stage, the additional leakage distribution of the stress resistance of the strip block compared with the original soil body, 33-(vi) stage, the stress resistance distribution of the front side of the strip block at the pile position, 34-(vi) stage, the lateral thrust stress distribution of the strip block at the pile position, 35-(vi) stage, the stress distribution of the strip block after the pile is completed, 36-(vi) stage, the additional stress distribution of the pile system compared with the original soil body of the strip block, 37-stability axis, 38-(vi) stage, the additional resistance of the pile system, 39-stability critical value, 40-(ii,iv) Additional leakage of strip resistance at the stage, 41-sudden increase in adverse conditions, 42-stability curve, 43-extra resistance curve of strips at the pile position, 44-extra resistance axis of strips at the pile position, 45-extra resistance jump of pile system under adverse conditions, 46-0 value of additional resistance of pile system, 47-time axis, 48-1-cutting pile point 1, 48-n-cutting pile point n, 49-1-sliding arc 1 sliding through cutting pile point 1, 49-n-sliding arc n sliding through cutting pile point n, 50-cutting pile point number axis, 51-sliding landslide stability curve 1 sliding through cutting pile point 1, 52-sliding landslide stability curve n sliding through cutting pile point n. , DETAILED DESCRIPTION

[0052] The present invention will be described in further detail with reference to the accompanying drawings and specific embodiments.

[0053] The plan layout of “landslide + anti-slide piles + soil pressure gauge” is as follows Figure 1 As shown in the figure, it mainly includes elements such as landslide boundary, sliding body, reservoir water, anti-slide pile plane layout, earth pressure gauge plane layout, longitudinal main sliding profile line of landslide, transverse profile line of sliding body at pile position, and distinguishes different pile adding stages. The sliding body is within the landslide boundary, and the front part of the sliding body is submerged by reservoir water. In order to stabilize the landslide body, anti-slide piles are driven in rows in the front part of the sliding body. In the process of driving anti-slide piles, six stages are distinguished, namely, the original slope stage (i), the first batch of pile hole stage (ii), the initial stage of the first batch of piles (iii), the second batch of pile hole stage (iv), the initial stage of the second batch of piles (v), and the anti-slide pile system effective stage (vi). In the original slope stage (i), the front side earth pressure gauge and the rear side earth pressure gauge between piles are installed, and the front and rear earth pressure gauges are installed when the first batch of piles are piled (iii) and the second batch of piles are piled (v), finally forming the earth pressure gauge installation style shown in stage (v) and stage (vi). The longitudinal main sliding section line II of the landslide is arranged along the main sliding direction of the landslide, and is used to obtain the longitudinal section of the landslide. The sliding body transverse section line II-II at the pile position is arranged transversely along the landslide, and the landslide transverse section at the pile position can be obtained, which is used to display the buried information of the anti-slide piles and earth pressure gauges.

[0054] Figure 2 for Figure 1 The vertical arrangement diagram of "anti-slide pile + soil pressure gauge" obtained from the horizontal section line II-II of the sliding body at the middle pile position. It can be seen that in the original slope stage (i), starting from the sliding zone position, the front soil pressure gauge and the rear soil pressure gauge are installed at equal intervals from bottom to top on both sides of the soil between the piles until the slope surface. When the pile is formed, starting from the sliding zone position, the front soil pressure gauge and the back soil pressure gauge are installed at equal intervals from bottom to top on both sides of the pile body until the slope surface.

[0055] Figure 3The plane distribution of the front anti-stress and rear thrust stress of a single anti-sliding pile within the action range of 8e at different pile-adding stages is shown in the form of an analysis unit. Among them, in the (i, iii, v) stage, the initial stage of pile construction is the same as the original slope, and the anti-sliding pile is not effective. The measured front anti-stress and rear thrust stress of the analysis unit are statically and uniformly distributed on the long side of the analysis unit (distribution length 2D), respectively denoted as p i-1 (x), p i (x); (ii, iv) stage, pile drilling causes the pile hole position with plane size width d and thickness h to be stress-deficient. The measured front side resisting stress and rear side thrust stress distribution of the analysis unit are dynamically distributed on the long side of the analysis unit (distribution length 2D-d) with the drilling time, which are recorded as g i-1 (x,t),g i (x, t); (vi) stage, the anti-sliding pile gradually takes effect after being piled, forming soil arch effects in front of the pile and behind the pile, respectively. The measured front side stress and rear side thrust stress of the analysis unit are dynamically distributed on the pile by the arch effect with the onset time (the distribution length of the middle pile body is d, and the distribution length of the pile bodies on both sides of the analysis unit is d / 2), respectively, denoted as q i-1 (x,t),q i (x,t).

[0056] Figure 4a-4c Based on Figure 3 The planar distribution of the front anti-stress and rear thrust stress within the action range of 8e of a single anti-slide pile at different pile adding stages is generalized, and the distribution of the front anti-stress and rear thrust stress of a single-width strip at the pile position at different pile adding stages along the depth direction is generalized (single width refers to the unit width along the II-II direction of the landslide), the depth direction is represented by x, and the total depth of the strip is L. Figure 3 In the (i, iii, v) stages, the distribution function of the front side stress resistance and rear side thrust stress of the single width strip along the depth direction is recorded as p i-1 (x), p i (x), that is, the stress resistance of the bar itself at the pile position under the original slope condition is p i (x)-p i-1 (x); (ii, iv) stage, the distribution function of the front side stress resistance and rear side thrust stress of the single width strip along the depth direction is measured to be related to time, and the time t is recorded as p i-1 (x,t)'=(2D-d)·g i-1 (x,t) / 2D,p i (x,t)'=(2D-d)·g i (x,t) / 2D, the bar stress resistance is p i (x,t)'-p i-1 (x, t)', compared with the original slope condition, the additional leakage stress of the strip is Δp 漏 (x,t)=(pi (x,t)'-p i-1 (x,t)')-(p i (x)-p i-1 (x)); (vi) stage, the distribution functions of the front side resisting stress and rear side thrust stress of the single width strip along the depth direction are measured to be related to time, and the time t is recorded as p i-1 (x,t)′′=2d·q i-1 (x,t) / 2D,p i (x,t)′′=2d·q i (x,t) / 2D, the bar stress resistance is p i (x,t)″-p i-1 (x, t)′′, compared with the original slope condition, the effective stress resistance of the strip is Δp 桩净 (x,t)=(p i (x,t)”-p i-1 (x,t)”)-(p i (x)-p i-1 (x)).

[0057] Figure 5a-5c The stability evaluation model of the main sliding section of landslide II sliding along the original sliding surface at different piling stages is demonstrated. That is, the longitudinal main sliding section of the landslide is generalized at different piling stages, and the effective anti-stress of the corresponding stage is applied on the center line of the bar at the pile position. Then, the stability analysis of the landslide sliding along the original sliding surface can be carried out according to the longitudinal main sliding section of the landslide and the effective anti-stress of the corresponding stage. For example, in the (i, iii, v) stage, the initial stage of piling is the same as the original slope, and the anti-sliding piles are not effective. The static stability analysis of the landslide sliding along the original sliding surface can be carried out directly without applying effective anti-stress; in the (ii, iv) stage, the pile digging produces partial anti-sliding force leakage, which can be obtained by applying additional leakage anti-stress Δp of the bar. 漏 (x, t) is used to analyze the dynamic stability of the landslide sliding along the original sliding surface; in stage (vi), the anti-slide piles gradually take effect after the piles are piled, and the effective anti-slide stress Δp can be applied to the strips. 桩净 (x, t) Dynamic stability analysis of piled landslide sliding along the original sliding surface is carried out.

[0058] Figure 6 The time evolution curve of effective resistance of pile blocks at the pile position and landslide stability during the whole process of pile adding is shown, including the partial leakage of resistance of pile blocks at the pile position during the pile drilling stage. The stability of the landslide is temporarily reduced, and the anti-slide piles take effect (forming a soil arch effect, and the effective resistance of the strips and blocks at the pile position) The process of increasing the stability of the landslide to the design safety factor. When the landslide encounters a sudden increase in adverse conditions, the force on the slope suddenly changes, and the force on the anti-slide pile suddenly increases. As a result, the effective resistance of the strips at the pile position increases sharply, causing the pile body to be damaged and fail, and eventually causing the anti-slide pile to fail, the effective resistance of the strips at the pile position to drop sharply, and the stability of the landslide decreases and becomes out of control.

[0059] Figure 7 The global stability evaluation model of the pile-cutting landslide in the main sliding section of landslide II is presented. That is, the effective stress resistance of the corresponding stage is applied on the center line of the strip at the pile position, and the pile-cutting points of different depths are randomly set on the center line of the strip. Then, according to the longitudinal main sliding section of the landslide, the pile-cutting points of different depths and the effective stress resistance of the corresponding stage, the most dangerous sliding surface search along the pile-cutting points of different depths and the global stability analysis of the landslide can be carried out.

[0060] Figure 8 The global stability evolution curve of the pile-cutting landslide is displayed, that is, the real-time effective stress resistance of the corresponding stage is applied on the center line of the strip at the pile position, and the dynamic stability evolution curves of the sliding occurring along the pile-cutting points at different depths are obtained in turn, thereby obtaining the global stability evolution curve of the landslide.

[0061] A global stability evaluation method for a pile-cut landslide taking into account the cross-sectional thickness of an anti-slide pile comprises an anti-slide pile thrust monitoring and analysis system, an anti-slide pile effective resistance acquisition method, a landslide effective resistance stability analysis model and a pile-cut landslide global stability evaluation model.

[0062] The anti-slide pile thrust monitoring and analysis system includes the "landslide + anti-slide pile + soil pressure gauge" plan layout diagram, the "anti-slide pile + soil pressure gauge" vertical layout diagram, the anti-slide pile action range plane force analysis unit and the strip force analysis at the pile position.

[0063] The "landslide + anti-slide piles + earth pressure gauge" plan layout includes elements such as the landslide boundary, sliding body, reservoir water, anti-slide pile plan layout, earth pressure gauge plan layout, main longitudinal sliding profile line of the landslide, transverse profile line of the sliding body at the pile position, as well as the distinction between different pile addition stages. The landslide boundary is the outer contour of the slope deformation area, the sliding body is the entire deformed body within the landslide boundary, the reservoir water is the water body submerged in front of the sliding body, the anti-slide pile plane layout is the arrangement of anti-slide piles when reinforcing the landslide, including the phased excavation and phased pouring of the anti-slide piles, the earth pressure gauge plane layout is to set earth pressure gauges in front of the pile position, behind the pile position, in front of the piles and behind the piles to implement anti-slide pile thrust monitoring, the longitudinal main sliding profile line of the landslide is the standard line arranged along the main sliding direction of the landslide for obtaining the longitudinal profile of the landslide, the sliding body transverse profile line at the pile position is the standard line for obtaining the transverse profile at the pile position along the transverse direction of the landslide, and the different pile addition stages are the reinforcement process combined with the landslide anti-slide piles, which are divided into six stages: the original slope stage (i), the first batch of pile drilling stage (ii), the initial stage of the first batch of piles (iii), the second batch of pile drilling stage (iv), the initial stage of the second batch of piles (v), and the anti-slide pile system effective stage (vi).

[0064] The vertical arrangement diagram of "anti-slide piles + earth pressure gauges" refers to the arrangement of anti-slide piles and earth pressure gauges along the depth direction on the transverse section of the sliding body at the pile position, including the vertical spatial relationship of the sliding body, sliding belt, sliding bed, anti-slide piles and earth pressure gauges, as well as the distinction between the free section and the anchor section of the anti-slide piles.

[0065] The plane force analysis unit of the anti-sliding pile action range includes the selection of the analysis unit and the differentiation of the force characteristics within the action range of a single anti-sliding pile at different pile adding stages. The analysis unit is selected, and its lateral action range includes the single pile extending to the center of the adjacent piles on the left and right sides, and its longitudinal action range is controlled within the thickness range of the anti-sliding pile itself. The action range of a single anti-sliding pile, its lateral action range includes the single pile extending to the middle position between the adjacent piles on the left and right sides, and its longitudinal action range is controlled within the thickness range of the anti-sliding pile itself. Differentiating the force characteristics within the action range of a single anti-sliding pile at different pile adding stages is to combine the monitoring results of all soil pressure gauges at different pile adding stages to obtain the force characteristics within the action range of a single anti-sliding pile at different pile adding stages.

[0066] The force analysis of the strips at the pile position is based on the force characteristics within the action range of a single anti-sliding pile. The vertical strips of any horizontal unit width at the pile position are randomly selected within the action range of a single anti-sliding pile for force analysis, including the monitoring of the front anti-stress and rear thrust stress of the strips at the pile position at different pile adding stages, and the vertical distribution of the front anti-stress and rear thrust stress of the strips at the pile position at different pile adding stages. For example, in the (i, iii, v) stage, the initial stage of pile formation is regarded as the same as the original slope stage. The anti-sliding piles do not take effect immediately at the initial stage of pile formation, and the force of the strips at the pile position is regarded as static, that is, the front anti-stress of the strips at the pile position is pi-1 (x), the lateral thrust stress behind the strip is p i (x), x is the vertical coordinate; in the (ii, iv) stage, the pile hole will cause partial leakage of the anti-sliding force of the bar at the pile position, which is related to time. Therefore, the front side stress of the bar at time t is p i-1 (x, t)', the lateral thrust stress behind the strip is p i (x, t)'; In stage (vi), the anti-sliding piles gradually take effect after being piled, and the anti-sliding force they provide gradually increases with time. Therefore, the stress on the front side of the strip at time t is p i-1 (x, t)′′, the lateral thrust stress behind the strip is p i (x,t)”.

[0067] The method for obtaining the effective resistance of anti-sliding piles is to quantify the stress resistance of the strips at the pile positions at different pile adding stages based on the stress analysis of the strips at the pile positions, and then compare and subtract the stress resistance of the strips at the pile positions at different pile adding stages with the stress resistance of the strips at the pile positions at the original slope stage, so as to obtain the actual additional stress resistance value (i.e., effective stress resistance) exerted by the strips at the pile positions at different pile adding stages due to the excavation of pile holes or pile formation. This treatment method takes into account the thickness of the strips on the longitudinal section of the landslide occupied by the cross-sectional thickness of the anti-sliding piles, that is, the strips at the pile positions with the same thickness as the anti-sliding piles under the original slope conditions have a certain amount of stress resistance. The method for obtaining the effective stress resistance of the anti-sliding piles at different pile adding stages that are truly effective in stabilizing the landslide should be to deduct the stress resistance of the strips at the pile positions at the original slope stage from the stress resistance of the strips at the pile positions at each pile adding stage. For example, in the (i, iii, v) stages, the initial pile formation stage is regarded as the same as the original slope stage, the stress of the strips at the pile positions is regarded as static, and the original stress resistance of the strips is p i (x)-p i-1 (x); In the (ii, iv) stage, the pile hole will cause partial leakage of the anti-sliding force of the bar at the pile position, which is related to time. Therefore, the bar anti-sliding stress at time t is p i (x,t)'-p i-1 (x, t)', the additional leakage stress of the strip is Δp 漏 (x,t)=(p i (x,t)'-p i-1 (x,t)')-(p i (x)-p i-1 (x)); in stage (vi), the anti-sliding piles gradually take effect after being piled, and the anti-sliding force they provide gradually increases with time. Therefore, the anti-sliding stress of the strip at time t is p i (x,t)”-p i-1 (x, t)′′, the effective stress resistance of the strip is Δp 桩净 (x,t)=(p i (x,t)”-p i-1 (x,t)”)-(p i(x)-p i-1 (x)).

[0068] The landslide stability analysis model under effective resistance force refers to generalizing the longitudinal main sliding section of the landslide at different pile-adding stages and applying the effective resistance stress of the corresponding stage on the center line of the strip at the pile position. Then, the stability analysis of the landslide sliding along the original sliding surface can be carried out according to the longitudinal main sliding section of the landslide and the effective resistance stress of the corresponding stage.

[0069] The global stability evaluation model of the pile-cutting landslide includes generalizing the longitudinal main sliding profile of the landslide at different pile-adding stages and applying the effective resisting stress of the corresponding stage on the center line of the strip at the pile position. At the same time, pile-cutting points of different depths are randomly set on the center line of the strip. Then, according to the longitudinal main sliding profile of the landslide, the pile-cutting points of different depths and the effective resisting stress of the corresponding stage, the most dangerous sliding surface search along the pile-cutting points of different depths and the global stability analysis of the landslide can be carried out.

[0070] The following is a global stability evaluation of the pile-cut landslide considering the cross-sectional thickness of the anti-slide piles:

[0071] 1. Anti-slide pile construction and soil pressure gauge installation

[0072] For the landslide body that needs to be controlled, first select the location for laying anti-slide piles and set the distance between piles. Then, arrange the longitudinal main sliding profile line of the landslide along the main sliding direction of the landslide for obtaining the longitudinal profile of the landslide, and arrange the transverse profile line of the sliding body at the pile position along the transverse direction of the landslide for obtaining the transverse profile of the sliding body at the pile position. Then carry out the anti-slide pile construction and soil pressure gauge burial work: (1) In the original slope stage, starting from the sliding zone position, install the front soil pressure gauge and the rear soil pressure gauge at equal intervals from bottom to top on the front and back sides of the set anti-slide piles, until the slope surface; (2) Carry out the first batch of pile drilling, excavate the pile holes according to the size of the anti-slide piles, the pile holes need to penetrate the sliding zone to the sliding bed, and then start the first batch of pile casting, that is, tie the steel bars in the pile holes and pour concrete from bottom to top. At the same time, the sliding zone Starting from the position of the anti-sliding belt, soil pressure gauges in front of the pile and soil pressure gauges behind the pile are installed at equal intervals from bottom to top on both sides of the pile body until the slope surface; (3) drilling the second batch of piles, excavating pile holes according to the size of the anti-sliding piles, and the pile holes need to penetrate the sliding belt to the sliding bed, and then the second batch of piles are cast, that is, steel bars are tied into the pile holes and concrete is poured from bottom to top. At the same time, starting from the sliding belt position, soil pressure gauges in front of the pile and soil pressure gauges behind the pile are installed at equal intervals from bottom to top on both sides of the pile body until the slope surface.

[0073] 2. Anti-sliding pile thrust monitoring, block force analysis at the pile position, and effective resistance acquisition method

[0074] After the earth pressure gauge is buried, the thrust monitoring within the action range of the anti-sliding pile is implemented. The single-width strips at the pile position are generalized, and based on the thrust monitoring results, the real-time distribution of the front stress resistance and rear thrust stress of the strips at different pile-adding stages are quantified, and the force analysis of the strips is carried out. Then, based on the force analysis of the strips at the pile position, the stress resistance of the strips at the pile position at different pile-adding stages is quantified, and then the stress resistance of the strips at the pile position at different pile-adding stages is compared and deducted from the stress resistance of the strips at the pile position at the original slope stage, so as to obtain the real additional stress resistance value (i.e., effective stress resistance) exerted by the strips at the pile position at different pile-adding stages due to the excavation of the pile hole or the pile formation.

[0075] 3. Evaluation of the overall stability of landslides

[0076] The longitudinal main sliding profile of the landslide is generalized at different piling stages, and the effective stress resistance of the corresponding stage is applied on the center line of the strip at the pile position. At the same time, the cutting points of different depths are randomly set on the center line of the strip. Then, the stability analysis of the landslide sliding along the original sliding surface can be carried out according to the longitudinal main sliding profile of the landslide and the effective stress resistance of the corresponding stage, and the search for the most dangerous sliding surface sliding along the cutting points of different depths and the stability analysis of the whole landslide can be carried out according to the cutting points of different depths. It helps to realize the early warning control of the whole profile and the whole time of the landslide control project.

[0077] The present invention also provides a global stability evaluation system for pile-cutting landslides taking into account the cross-sectional thickness of anti-slide piles, comprising the following modules:

[0078] - a thrust monitoring data acquisition module, which is used to acquire thrust monitoring data within the action range of the anti-sliding pile;

[0079] - A module for analyzing the force of the strips at the pile position, which is used to generalize the single-width strips at the pile position, and quantify the real-time distribution of the front-side resistance stress and the rear-side thrust stress of the strips according to the thrust monitoring results obtained by the thrust monitoring data acquisition module, integrate and obtain the real-time values ​​of the front-side resistance and rear-side thrust of the strips, and carry out the force analysis of the strips;

[0080] - An effective resistance acquisition module, which is used to quantify the stress resistance of the blocks at the pile positions at different pile adding stages according to the stress analysis results of the blocks at the pile positions obtained by the stress analysis module of the blocks at the pile positions, and then compare and deduct the stress resistance of the blocks at the pile positions at different pile adding stages with the stress resistance of the blocks at the pile positions at the original slope stage, so as to obtain the real additional stress resistance value of the blocks at the pile positions at different pile adding stages due to the excavation of pile holes or after pile formation, that is, the effective stress resistance;

[0081] - A landslide global stability evaluation module, which is used to generalize the longitudinal main sliding profile of the landslide at different pile-adding stages and apply the effective stress resistance of the corresponding stage on the center line of the strip at the pile position, and randomly set cutting points of different depths on the center line of the strip. Then, the stability analysis of the landslide sliding along the original sliding surface can be carried out according to the longitudinal main sliding profile of the landslide and the effective stress resistance of the corresponding stage, and the most dangerous sliding surface search and global stability analysis of the landslide can be carried out according to the cutting points of different depths.

[0082] The present invention also provides an electronic device, the electronic device comprises a processor, a communication interface, a memory and a communication bus, wherein the processor, the communication interface and the memory communicate with each other via the communication bus.

[0083] a memory for storing a computer program,

[0084] A processor is used to execute the computer program stored in the memory to implement the steps of the method for evaluating the global stability of a cut-pile landslide taking into account the cross-sectional thickness of the anti-slide piles as described above.

[0085] The present invention also provides a computer-readable storage medium, which stores a computer program. When the computer program is executed by a processor, the steps of the method for evaluating the global stability of a cut-pile landslide taking into account the cross-sectional thickness of the anti-slide piles as described above are implemented.

[0086] The above-mentioned specific implementation methods are used to explain the present invention and are only preferred embodiments of the present invention, rather than limiting the present invention. Any modifications, equivalent substitutions, improvements, etc. made to the present invention within the spirit of the present invention and the protection scope of the claims shall fall within the protection scope of the present invention.

Claims

1. A method for evaluating the global stability of a pile-cut landslide taking into account the cross-sectional thickness of the anti-slide pile, characterized by: The steps include: S1. Anti-slide pile construction and earth pressure gauge burial For the landslide body that needs to be controlled, the location for laying anti-slide piles is first selected, and the distance between the piles is set. Then, the longitudinal main sliding profile line of the landslide is arranged along the main sliding direction of the landslide for obtaining the longitudinal profile of the landslide, and the sliding body transverse profile line is arranged along the transverse direction of the landslide at the pile position for obtaining the sliding body transverse profile at the pile position. Then, the anti-slide pile construction and soil pressure gauge burial work are carried out; combined with the reinforcement process of the landslide anti-slide piles, the pile adding stage is divided into 6 different pile adding stages, namely, the original slope stage i, the first batch of pile drilling stage ii, the first batch of piles initial stage iii, the second batch of pile drilling stage iv, the second batch of piles initial stage v, and the anti-slide pile system effective stage vi; S2. Anti-sliding pile thrust monitoring, pile block force analysis, and effective resistance acquisition After the earth pressure gauge is buried, the thrust monitoring within the action range of the anti-sliding pile is implemented; the single-width strips at the pile position are generalized, and according to the thrust monitoring results, the real-time distribution of the front-side stress resistance and rear-side thrust stress of the strips at different pile-adding stages is quantified, and the force analysis of the strips is carried out; then, according to the force analysis of the strips at the pile position, the stress resistance of the strips at the pile position at different pile-adding stages is quantified, and then the stress resistance of the strips at the pile position at different pile-adding stages is compared and deducted from the stress resistance of the strips at the pile position at the original slope stage, so as to obtain the real additional stress resistance value of the strips at the pile position at different pile-adding stages due to the excavation of the pile hole or the pile formation, that is, the effective stress resistance; S3. Evaluation of the overall stability of landslides The longitudinal main sliding profile of the landslide is generalized at different piling stages, and the effective resisting stress of the corresponding stage is applied on the center line of the strip at the pile position. At the same time, cutting pile points of different depths are randomly set on the center line of the strip. Then, the stability analysis of the landslide sliding along the original sliding surface can be carried out according to the longitudinal main sliding profile of the landslide and the effective resisting stress of the corresponding stage. According to the cutting pile points of different depths, the most dangerous sliding surface search along the cutting pile points of different depths and the global stability analysis of the landslide can be carried out.

2. The method for evaluating the global stability of a pile-cut landslide taking into account the cross-sectional thickness of the anti-slide pile according to claim 1 is characterized by: The anti-slide pile construction and earth pressure gauge burying work in step S1 specifically includes the following processes: S11. At the original slope stage, starting from the sliding zone, install front soil pressure gauges and rear soil pressure gauges at equal intervals from bottom to top on both sides of the soil between the set anti-sliding piles until the slope surface; S12, drilling the first batch of piles, excavating pile holes according to the size of the anti-sliding piles, the pile holes need to penetrate the sliding belt to the sliding bed, and then the first batch of piles are cast, that is, steel bars are tied into the pile holes and concrete is poured from bottom to top. While the piles are being cast, soil pressure gauges in front of the pile and soil pressure gauges behind the pile are installed at equal intervals from bottom to top on both sides of the front and rear of the pile body, starting from the position of the sliding belt, until the slope surface; S13. Drill the second batch of piles. Excavate the pile holes according to the size of the anti-sliding piles. The pile holes need to penetrate the sliding belt to the sliding bed. Then start pouring the second batch of piles. That is, tie the steel bars into the pile holes and pour concrete from bottom to top. While the piles are being cast, install the front soil pressure gauge and the back soil pressure gauge at equal intervals on the front and rear sides of the pile body from bottom to top, starting from the position of the sliding belt, until the slope surface.

3. The method for evaluating the global stability of a pile-cut landslide taking into account the cross-sectional thickness of the anti-slide pile according to claim 1 is characterized by: In step S2, the specific process is as follows: S21. Plane force analysis of anti-slide pile action range The plane force analysis unit of the anti-sliding pile action range includes the selection of the analysis unit and the differentiation of the force characteristics within the action range of a single anti-sliding pile at different pile addition stages; The selection of the analysis unit, its lateral action range includes the single pile extending to the left and right sides to the center of the adjacent piles, and its longitudinal action range is controlled within the thickness range of the anti-sliding pile itself; the action range of a single anti-sliding pile, its lateral action range includes the single pile extending to the left and right sides to the middle position between the adjacent piles, and its longitudinal action range is controlled within the thickness range of the anti-sliding pile itself, distinguishing the force characteristics within the action range of a single anti-sliding pile at different pile adding stages is to combine the monitoring results of all soil pressure gauges at different pile adding stages, and obtain the force characteristics within the action range of a single anti-sliding pile at different pile adding stages; S22, analysis of the forces on the strips at the pile position The force analysis of the strips at the pile position is to take any vertical strips of unit width at the pile position within the action range of a single anti-sliding pile for force analysis, mainly including the analysis of the vertical distribution of the front side stress and rear side thrust stress of the strips at the pile position at different pile-adding stages; in stages i, iii, and v, the initial stage of pile formation is regarded as the same as the original slope stage, and the anti-sliding piles do not take effect immediately at the initial stage of pile formation, and the force of the strips at the pile position is regarded as static, that is, the front side stress of the strips at the pile position is p i-1 (x), the lateral thrust stress behind the strip is p i (x), x is the vertical coordinate; in stages ii and iv, the pile drilling will cause partial leakage of the anti-sliding force of the bar at the pile position, which is related to time. Therefore, the front side stress of the bar at time t is p i-1 (x, t)', the lateral thrust stress behind the strip is p i (x, t)'; In stage vi, the anti-sliding piles gradually take effect after being piled, and the anti-sliding force they provide gradually increases with time. Therefore, the stress on the front side of the strip at time t is p i-1 (x, t)”, the rear thrust stress of the strip is p i (x,t)”; S23, effective resistance acquisition On the basis of the stress analysis of the strips at the pile position, the thickness of the strips on the longitudinal section of the landslide occupied by the cross-sectional thickness of the anti-slide pile is considered, that is, the strips at the pile position with the same thickness as the anti-slide pile under the original slope condition have a certain stress resistance. The effective stress resistance of the anti-slide piles at different pile-adding stages for the landslide stabilization should be obtained by deducting the stress resistance of the strips at the pile position at the original slope stage from the stress resistance of the strips at the pile position at each pile-adding stage. In stages i, iii, and v, the initial stage of pile construction is regarded as the same as the original slope stage, and the stress of the strips at the pile position is regarded as static, and the original stress resistance of the strips is p i (x)-p i-1 (x); In the ii and iv stages, the pile drilling will cause partial leakage of the anti-sliding force of the bar at the pile position, which is related to time. Therefore, the bar anti-sliding stress at time t is p i (x,t)'-p i-1 (x, t)', the additional leakage stress of the strip is Δp 漏 (x,t)=(p i (x,t)'-p i-1 (x,t)')-(p i (x)-p i-1 (x)); In stage vi, the anti-sliding piles gradually take effect after being piled, and the anti-sliding force they provide gradually increases with time. Therefore, the anti-sliding stress of the strip at time t is p i (x,t)”-p i-1 (x, t)”, the effective stress resistance of the strip is Δp 桩净 (x,t)=(p i (x,t)”-p i-1 (x,t)”)-(p i (x)-p i-1 (x)).

4. A global stability evaluation system for pile-cut landslides taking into account the cross-sectional thickness of anti-slide piles, characterized by: Includes the following modules: - a thrust monitoring data acquisition module, which is used to acquire thrust monitoring data within the action range of the anti-sliding pile; - A module for analyzing the force of the strips at the pile position, which is used to generalize the single-width strips at the pile position, and quantify the real-time distribution of the front-side resistance stress and the rear-side thrust stress of the strips according to the thrust monitoring results obtained by the thrust monitoring data acquisition module, integrate and obtain the real-time values ​​of the front-side resistance and rear-side thrust of the strips, and carry out the force analysis of the strips; - An effective resistance acquisition module, which is used to quantify the stress resistance of the blocks at the pile positions at different pile adding stages according to the stress analysis results of the blocks at the pile positions obtained by the stress analysis module of the blocks at the pile positions, and then compare and deduct the stress resistance of the blocks at the pile positions at different pile adding stages with the stress resistance of the blocks at the pile positions at the original slope stage, so as to obtain the real additional stress resistance value of the blocks at the pile positions at different pile adding stages due to the excavation of pile holes or after pile formation, that is, the effective stress resistance; - A landslide global stability evaluation module, which is used to generalize the longitudinal main sliding profile of the landslide at different pile-adding stages and apply the effective stress resistance of the corresponding stage on the center line of the strip at the pile position, and randomly set cutting points of different depths on the center line of the strip. Then, the stability analysis of the landslide sliding along the original sliding surface can be carried out according to the longitudinal main sliding profile of the landslide and the effective stress resistance of the corresponding stage, and the most dangerous sliding surface search and global stability analysis of the landslide can be carried out according to the cutting points of different depths.

5. An electronic device, comprising a processor, a communication interface, a memory and a communication bus, wherein the processor, the communication interface and the memory communicate with each other via the communication bus, characterized in that: a memory for storing a computer program, A processor, the processor is used to execute the computer program stored in the memory to implement the steps of the method for evaluating the global stability of a cut-pile landslide taking into account the cross-sectional thickness of the anti-slide piles as described in any one of claims 1 to 4.

6. A computer-readable storage medium, characterized in that: The computer-readable storage medium stores a computer program, and when the computer program is executed by a processor, the steps of the method for evaluating the global stability of a cut-pile landslide taking into account the cross-sectional thickness of the anti-slide piles as described in any one of claims 1 to 4 are implemented.

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