A method, system, equipment and medium for evaluating the global stability of a cut-pile landslide considering the cross-sectional thickness of anti-slide piles

Abstract

The present invention 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. The method comprises the following steps: S1, construction of anti-slide piles and placement of earth pressure gauges; S2, monitoring the thrust of the anti-slide piles, analyzing the forces on the blocks at the pile locations, and obtaining the effective resistance; and S3, evaluating the global stability of the landslide. 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, the present invention proposes a method for obtaining the actual effective resistance value exerted by the anti-slide piles in real time. This method enables real-time analysis of the stability of a pile-added landslide sliding along the original sliding surface, as well as real-time analysis of the global stability of landslides sliding along cut-pile points at different depths, facilitating full-profile, full-time early warning and control of landslide control projects.

Description

Technical Field

[0001] The present invention relates 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 approach to landslide geological disaster management and is widely used. However, cases of anti-slide pile project failures are not uncommon. The main reasons for this are as follows: ① During design, the anti-slide force exerted by the anti-slide piles under extreme conditions is often used to measure the stability safety margin of the piled landslide, ignoring the actual anti-slide force exerted by the anti-slide piles at different times; ② The design thrust value of the anti-slide piles used in the design does not take into account the influence of the actual cross-sectional thickness of the anti-slide piles. When monitoring the anti-slide pile thrust, the difference between the measured thrust behind the piles and the thrust before the piles is actually different from the designed anti-slide pile thrust value, with the former usually greater than the latter. Therefore, correction is required before it can be used to evaluate the stability of the landslide after the anti-slide piles are added; ③ Typically, only the shear failure of the original sliding surface is focused on, ignoring the risk of shear failure caused by the piles shearing from different pile positions on the slope. As a result, there is a lack of comprehensive stability assessment technology for cut-pile landslides.

[0003] In this context, real-time monitoring of the anti-slide pile thrust, precise acquisition of effective resistance values ​​by considering the cross-sectional thickness of the anti-slide pile, and subsequent full-time global stability evaluation of the pile-cut landslide 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 cut-pile landslide taking into account the cross-sectional thickness of anti-slide piles comprises the following steps:

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

[0008] For the landslide body that needs to be controlled, the location for laying anti-slide piles and the pile spacing between rows of piles are first selected. Then, the longitudinal main sliding profile line of the landslide is arranged along the main sliding direction of the landslide to obtain the longitudinal profile of the landslide, and the transverse profile line of the sliding body is arranged along the transverse direction of the landslide at the pile position to obtain the transverse profile of the sliding body 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 landslide anti-slide piles, the pile addition stage is divided into 6 different pile addition 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 effectiveness stage (vi).

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

[0010] After burying the earth pressure gauge, the thrust monitoring within the range of the anti-sliding pile is carried out; the single-width strip block 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 block at different pile adding stages is quantified, and the strip block force analysis is carried out; then, according to the force analysis of the strip block at the pile position, the stress resistance of the strip block at the pile position at different pile adding stages is quantified, and then the stress resistance of the strip block at the pile position at different pile adding stages is compared and deducted with the stress resistance of the strip block at the pile position at the original slope stage, and the stress resistance of the strip block at the pile position at different pile adding stages is obtained. The actual additional stress resistance value of the strips at the pile position due to the excavation of the pile hole or the pile formation during the pile stage is called the effective stress resistance. 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-slide piles, that is, the strips at the pile position with the same thickness as the anti-slide piles under the original slope conditions have a certain amount of stress resistance. The method for obtaining the effective stress resistance of the anti-slide piles in 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 position at each pile-adding stage from the stress resistance of the strips at the pile position at the original slope stage. For example: in stages i, iii, and v, the initial pile-adding stage is considered to be the same as the original slope stage, and the forces on the strips at the pile position are all considered to be 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 hole will cause the partial leakage of the anti-sliding force of the bar at the pile position, and it 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-slip piles gradually take effect after being piled, and the anti-slip force they provide gradually increases with time. Therefore, the anti-slip stress of the strip at time t is p i (x,t)”-pi-1 (x, t)′′, the effective stress resistance of the bar is Δp 桩净 (x,t)=(p i (x,t)”-p i-1 (x,t)”)-(p i (x)-p i-1 (x)).

[0011] S3. Landslide overall stability assessment

[0012] The longitudinal main sliding profile of the landslide is generalized at different pile-adding 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 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. The search for the most dangerous sliding surface sliding along the cutting points of different depths and the global stability analysis of the landslide can be carried out according to the cutting points of different depths.

[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 burial work in step S1 specifically include the following process:

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

[0016] S12, drilling the first batch of piles. Excavate the pile holes according to the size of the anti-sliding piles. The pile holes must penetrate the sliding belt to the sliding bed. Then, begin pouring the first batch of piles. That is, tie steel bars into the pile holes and pour concrete from bottom to top. While the piles are being cast, install soil pressure gauges in front of the pile and behind the pile at equal intervals from bottom to top on both sides of the pile body, starting from the sliding belt position, until they reach 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. At the same time, install the front-of-pile soil pressure gauge and the back-of-pile soil pressure gauge at equal intervals from bottom to top on the front and back sides of the pile body, starting from the sliding belt position, 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 the 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 piling stages; the selection of the analysis unit, its lateral action range includes the extension of a single pile to the center of the adjacent piles on both 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 extension of a single pile to the middle position between the adjacent piles on both sides, and its longitudinal action range is controlled within the thickness range of the anti-sliding pile itself, and the differentiation of the force characteristics within the action range of a single anti-sliding pile at different piling stages is to combine the monitoring results of all soil pressure gauges at different piling stages to obtain the force characteristics within the action range of a single anti-sliding pile at different piling stages;

[0021] S22, Analysis of the Stress of Strips at Pile Positions

[0022] The stress analysis of the strips at the pile position is to perform stress analysis on any vertical strips of unit width at the pile position within the action range of a single anti-sliding pile, 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 considered to be 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 stress on the strips at the pile position is considered to be 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 bar is p i (x), x is the vertical coordinate; in stages ii and iv, the pile hole will cause partial leakage of the anti-sliding force of the bar at the pile position, and it is related to time, so the front side stress of the bar at time t is p i-1 (x,t)', the lateral thrust stress behind the bar is p i (x, t)'; In stage vi, the anti-slip piles gradually take effect after being piled, and the anti-slip force they provide gradually increases with time. Therefore, the stress on the front side of the bar at time t is p i-1 (x,t)′′, the lateral thrust stress behind the bar 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 piles under the original slope condition have a certain stress resistance. The effective stress resistance of the anti-slide piles on the landslide stabilization at different pile-adding stages 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, 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 hole will cause the partial leakage of the anti-sliding force of the bar at the pile position, and it 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-slip piles gradually take effect after being piled, and the anti-slip force they provide gradually increases with time. Therefore, the anti-slip stress of the strip at time t is p i (x,t)”-p i-1 (x, t)′′, the effective stress resistance of the bar 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 that takes 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 cut-pile landslides considering the cross-sectional thickness of anti-slide piles is proposed, which 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 bars at pile positions. The module is used to generalize the single-width bars at the pile positions and, based on the thrust monitoring results obtained by the thrust monitoring data acquisition module, quantify the real-time distribution of the front-side resistance and rear-side thrust of the bars. The module integrates the real-time values ​​of the front-side resistance and rear-side thrust of the bars and performs bar force analysis.

[0030] - an effective resistance acquisition module, which is used to quantify the stress resistance of the blocks at the pile positions at different piling stages based on the stress analysis results of the blocks at the pile positions obtained by the stress analysis module at the pile positions. The effective resistance is then compared and deducted from the stress resistance of the blocks at the pile positions at different piling stages and the stress resistance of the blocks at the pile positions at the original slope stage to obtain the actual additional stress resistance value exerted by the blocks at the pile positions at different piling stages due to pile hole excavation or pile formation, i.e., the effective resistance;

[0031] - A landslide global stability evaluation module, which is used to generalize the longitudinal main sliding profile of the landslide at different piling stages and apply the effective resisting stress of the corresponding stage on the center line of the bar at the pile position. At the same time, cutting pile points of different depths are randomly set on the center line of the bar. Then, based on the longitudinal main sliding profile of the landslide and the effective resisting stress of the corresponding stage, the landslide stability analysis along the original sliding surface can be carried out. According to the cutting pile points of different depths, the most dangerous sliding surface sliding along the cutting pile points of different depths and the global stability analysis of the landslide can be carried out.

[0032] A 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, it implements 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 pile as described above.

[0036] The present invention 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. 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 the pile-added landslide sliding along the original sliding surface, and real-time analysis of the global stability of the landslide sliding along the cut-pile points at different depths, thereby facilitating full-section and full-time early warning control of the landslide control project.

[0037] Specifically, compared with the existing anti-slide pile treatment 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 by combining real-time monitoring of the anti-slide pile thrust. This avoids 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-sliding piles by considering the cross-sectional thickness of the anti-sliding piles, and proposes a method for obtaining the effective resistance of anti-sliding piles based on real-time monitoring of the anti-sliding pile thrust, so that the real-time monitoring data of the anti-sliding pile thrust 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 focuses on examining the real-time stability 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 cut piles cut from different pile positions on the slope. By monitoring the thrust of anti-sliding piles to quantify the effective stress in real time, the present invention expands the global stability evaluation technology of cut pile landslides and ensures 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 method, achieving the effect of installing a "safety monitor" for landslide control projects. BRIEF DESCRIPTION OF THE DRAWINGS

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

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

[0045] Figure 3 The diagram shows the plane force analysis unit within the action range of the anti-sliding piles at different pile adding stages.

[0046] Figures 4a-4c The diagram shows the effective stress distribution of the blocks at the pile positions at different pile adding stages.

[0047] Figures 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 zone, 12- Sliding bed, 13- Distribution of rear thrust stress within the action range of the anti-sliding piles in stages (i, iii, v), 14- Distribution of front anti-stress within the action range of the anti-sliding piles in stages (i, iii, v), 15- Length of the analysis unit range, 16- Distribution of rear thrust stress within the action range of the anti-sliding piles in stages (ii, iv), 17- Distribution of front anti-stress within the action range of the anti-sliding piles in stages (ii, iv), 18- Cross-sectional length d of the anti-sliding pile , 19-anti-sliding pile cross-sectional thickness h, 20-vi stage anti-sliding pile rear thrust stress distribution within the scope of action, 21-vi stage anti-sliding pile front stress distribution within the scope of action, 22a-soil arching effect behind the pile, 22b-soil arching effect in front of the pile, 23-generalized pile block (thickness h), 24-(i,iii,v) stage anti-stress distribution of the front side of the block at the pile position, 25-(i,iii,v) stage anti-stress distribution of the back side of the block at the pile position, 26-(i,iii,v) stage anti-stress of the original soil of the block, 27-anti-sliding pile free section length L, 28-depth coordinate axis, 29-(ii,iv) stage anti-stress distribution of the front side of the block at the pile position Force distribution, 30-(ii,iv) stage strip block rear thrust stress distribution at the pile position, 31-(ii,iv) stage strip block stress distribution after pile excavation, 32-(ii,iv) stage additional leakage distribution compared to the original soil body of the strip block, 33-(vi) stage strip block front thrust stress distribution at the pile position, 34-(vi) stage strip block rear thrust stress distribution at the pile position, 35-(vi) stage strip block stress distribution after pile completion, 36-(vi) stage additional stress distribution of the pile system compared to the original soil body of the strip block, 37-stability axis, 38-(vi) stage 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-Shock of additional resistance of the pile system under adverse conditions, 46-0 value of additional resistance of the pile system, 47-Time axis, 48-1-Cut point 1, 48-n-Cut point n, 49-1-Slip arc 1 passing through cut point 1, 49-n-Slip arc n passing through cut point n, 50-Cut point number axis, 51-Landslide stability curve 1 passing through cut point 1, 52-Landslide stability curve n passing through cut 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 layout of “landslide + anti-slide pile + soil pressure gauge” is as follows Figure 1 As shown in the figure, the main elements include the landslide boundary, sliding mass, reservoir water, anti-slide pile layout, earth pressure gauge layout, longitudinal main sliding profile of the landslide, transverse profile of the sliding mass at the pile locations, and the distinction between different pile installation stages. The sliding mass is located within the landslide boundary, and the front of the sliding mass is submerged by reservoir water. To stabilize the landslide mass, anti-slide piles are installed in rows in the front of the sliding mass. The anti-slide pile installation process is 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 activation stage (vi). In the original slope stage (i), earth pressure gauges are installed on the front and rear sides of the soil between the piles. Earth pressure gauges are installed in front of and behind the piles during the first batch of piles (iii) and the second batch of piles (v), ultimately forming the earth pressure gauge installation patterns shown in stages (v) and (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 transverse section line II-II of the sliding body at the pile position is arranged along the transverse direction of the landslide and can obtain the transverse section of the landslide at the pile position, 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 layout of the "anti-slide pile + earth pressure gauge" system, obtained along the horizontal section line II-II of the sliding body at the mid-pile position. As can be seen, during the initial slope stage (i), front and rear earth pressure gauges were installed at equal intervals, starting from the sliding zone, on both sides of the soil between the piles, from bottom to top, all the way to the slope surface. During pile construction, front and rear earth pressure gauges were installed at equal intervals, starting from the sliding zone, on both sides of the piles, from bottom to top, all the way to the slope surface.

[0055] Figure 3The planar distribution of the front anti-slip stress and rear thrust stress of a single anti-slip pile within the 8e range of action at different pile installation stages is shown in the form of an analysis unit. Among them, in stages (i, iii, v), the initial stage of pile installation is the same as the original slope, and the anti-slip pile is not effective. The measured front anti-slip stress and rear thrust stress of the analysis unit are statically and uniformly distributed along the long side of the analysis unit (distribution length 2D), respectively denoted as p i-1 (x), p i (x); (ii, iv) stage, pile hole formation 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 along the long side of the analysis unit (distribution length 2D-d) with the hole formation time, which are respectively denoted as g i-1 (x,t),g i (x, t); in stage (vi), 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 resistance stress and rear side thrust stress of the analysis unit are dynamically distributed on the pile by the arch effect along 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, and are denoted as q i-1 (x,t),q i (x,t).

[0056] Figures 4a-4c Based on Figure 3 The plane distribution of the front side anti-stress and rear side thrust stress within the action range of 8e of a single anti-slide pile at different piling stages is generalized, and the distribution of the front side anti-stress and rear side thrust stress of a single width strip at the pile position at different piling 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) stage, the distribution function of the front side stress 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 anti-stress and rear side thrust stress of the single width strip along the depth direction is 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 function of the front side anti-stress and rear side thrust stress of the single width bar along the depth direction is 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] Figures 5a-5c The stability evaluation model of the main sliding section of landslide II sliding along the original sliding surface at different pile adding stages is presented. That is, the longitudinal main sliding section of the landslide is generalized at different pile adding 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 initial stage of pile adding, the anti-sliding piles are not effective as in the original slope, and 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 stage (ii, iv), the pile excavation 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 along the original sliding surface; in stage (vi), the anti-slide piles gradually take effect after the piles are installed, and the effective stress Δp can be effectively resisted by applying strips. 桩净 (x, t) is used to conduct dynamic stability analysis of piled landslides sliding along the original sliding surface.

[0058] Figure 6 The time evolution curve of effective resistance of strips and blocks at the pile position and landslide stability during the whole process of pile adding is shown, including the partial leakage of strip resistance 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 soil arch effect, effective resistance of the strips at the pile position). The process of increasing the stability of a landslide to the designed safety factor (gradually increasing to the design value). When a landslide encounters a sudden increase in adverse conditions, the forces on the slope suddenly change, and the forces on the anti-slide piles suddenly increase. This leads to a sharp increase in the effective resistance of the strips and blocks at the pile locations, causing damage and failure of the piles. Ultimately, the anti-slide piles fail, the effective resistance of the strips and blocks at the pile locations drops sharply, and the landslide stability decreases and becomes uncontrollable.

[0059] Figure 7 A global stability assessment model for the cut-pile landslide in the main sliding profile of Landslide II was presented. Specifically, an effective resisting stress at the corresponding stage is applied to the centerline of the bar at the pile location. Cut-pile points of varying depths are randomly set along the bar centerline. Based on the longitudinal main sliding profile of the landslide, the cut-pile points at varying depths, and the effective resisting stress at the corresponding stage, the most dangerous sliding surface along the cut-pile points at varying depths can be searched for, and the global stability of the landslide can be analyzed.

[0060] Figure 8 The global stability evolution curve of the pile-cutting landslide is displayed, that is, the real-time effective resisting stress of the corresponding stage is applied on the center line of the block 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 considering the cross-sectional thickness of anti-slide piles is disclosed, comprising 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 global stability evaluation model for a pile-cut landslide.

[0062] The anti-slide pile thrust monitoring and analysis system includes a "landslide + anti-slide pile + soil pressure gauge" plan layout diagram, a "anti-slide pile + soil pressure gauge" vertical layout diagram, a plane force analysis unit for the anti-slide pile action range, and a 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, landslide longitudinal main sliding profile line, sliding body transverse profile line 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, and the reservoir water is the water body submerged in front of the sliding body. The anti-slide pile layout is the arrangement of anti-slide piles when reinforcing the landslide, including the phased excavation and phased pouring of anti-slide piles. The soil pressure gauge layout is to set soil pressure gauges directly in front of the pile position, directly behind the pile position, directly in front of the piles, and directly 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 transverse profile line of the sliding body at the pile position is the standard line for obtaining the transverse profile at the pile position along the transverse direction of the landslide. Different pile addition stages are the reinforcement process combined with landslide anti-slide piles, which are divided into six stages: original slope stage (i), first batch pile drilling stage (ii), initial stage of first batch pile installation (iii), second batch pile drilling stage (iv), initial stage of second batch pile installation (v), and anti-slide pile system effectiveness 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 between the sliding body, sliding belt, sliding bed, anti-slide piles, and earth pressure gauges, as well as the distinction between the free section and 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 piling stages. The analysis unit is selected, and its lateral action range includes the extension of a single pile to the center of the adjacent piles on both sides, and its longitudinal action range is controlled within the thickness of the anti-sliding pile itself. The action range of a single anti-sliding pile, its lateral action range includes the extension of a single pile to the middle position between the adjacent piles on both sides, and its longitudinal action range is controlled within the thickness of the anti-sliding pile itself. Differentiating the force characteristics within the action range of a single anti-sliding pile at different piling stages is to combine the monitoring results of all soil pressure gauges at different piling stages to obtain the force characteristics within the action range of a single anti-sliding pile at different piling stages.

[0066] The force analysis of the strips at the pile position is based on the force characteristics within the range of action of a single anti-sliding pile. The force analysis is performed on any vertical strip of horizontal unit width at the pile position within the range of action of a single anti-sliding pile. This includes monitoring the front side resistance stress and rear side thrust stress of the strips at the pile position at different pile adding stages, and obtaining the vertical distribution of the front side resistance stress and rear side thrust stress of the strips at the pile position at different pile adding stages. For example, in the (i, iii, v) stages, the initial stage of pile formation is considered to be 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 on the strips at the pile position is considered to be static, that is, the front side resistance stress of the strips at the pile position is pi-1 (x), the lateral thrust stress behind the bar is p i (x), x is the vertical coordinate; in the (ii, iv) stage, the pile hole will cause the partial leakage of the anti-sliding force of the bar at the pile position, and it is related to time, so the front side stress of the bar at time t is p i-1 (x,t)', the lateral thrust stress behind the bar is p i (x, t)'; In stage (vi), the anti-slip piles gradually take effect after being piled, and the anti-slip force they provide gradually increases with time. Therefore, the stress on the front side of the block at time t is p i-1 (x,t)′′, the lateral thrust stress behind the bar 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 piling stages based on the stress analysis of the strips at the pile positions, and then compare and deduct the stress resistance of the strips at the pile positions at different piling 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 piling stages due to the excavation of pile holes or after pile installation. 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 themselves have a certain amount of stress resistance. The method for obtaining the effective stress resistance of the anti-sliding piles at different piling 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 piling stage. For example, in stages (i, iii, v), the initial pile installation stage is considered to be the same as the original slope stage, the stress on the strips at the pile positions is considered to be 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 the 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 bar 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 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 block at the pile position. Then, the stability analysis of the landslide sliding along the original sliding surface can be carried out based on 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 respectively.

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

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

[0072] For the landslide body that needs to be controlled, the location for laying anti-slide piles and the distance between piles are first selected, and 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 transverse profile line of the sliding body is arranged along the transverse direction of the landslide at the pile position for obtaining the transverse profile of the sliding body at the pile position. Then the anti-slide pile construction and soil pressure gauge burial work are carried out: (1) At the original slope stage, starting from the sliding belt position, the front soil pressure gauge and the rear soil pressure gauge are installed at equal intervals from bottom to top on the front and back sides of the soil between the set anti-slide piles, until the slope surface; (2) The first batch of piles are bored, and the pile holes are excavated according to the size of the anti-slide 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. At the same time, the piles are cast from the sliding belt. Starting from the 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; (3) drilling of the second batch of piles is carried out. Pile holes are excavated according to the size of the anti-sliding piles. The pile holes need to penetrate the sliding belt to the sliding bed. 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, pile block force analysis, and effective resistance acquisition method

[0074] After burying the earth pressure gauge, thrust monitoring is performed within the range of the anti-slip piles. Single-width strips at the pile locations are generalized, and based on the thrust monitoring results, the real-time distribution of the front-side resisting stress and rear-side thrust stress of the strips at different piling stages is quantified, allowing for a stress analysis of the strips. Based on the stress analysis of the strips at the pile locations, the stress resistance of the strips at different piling stages is quantified. The stress resistance of the strips at the pile locations at different piling stages is then compared and deducted from the stress resistance of the strips at the pile locations at the original slope stage. This yields the actual additional stress resistance (i.e., effective stress resistance) exerted by the strips at the pile locations at different piling stages due to pile hole excavation or pile installation.

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

[0076] At different piling stages, the longitudinal main sliding profile of the landslide is generalized, and the effective resisting stress of the corresponding stage is applied to the centerline of the bar at the pile position. At the same time, pile cutting points of different depths are randomly set on the centerline of the bar. Then, based on the longitudinal main sliding profile of the landslide and the effective resisting stress of the corresponding stage, the stability analysis of the landslide sliding along the original sliding surface can be carried out. The most dangerous sliding surface sliding along the pile cutting points at different depths and the stability analysis of the entire landslide area can be carried out. This helps to achieve full-profile and full-time early warning control of landslide control projects.

[0077] The present invention also provides a global stability evaluation system for pile-cut landslides that takes 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 bars at pile positions. The module is used to generalize the single-width bars at the pile positions and, based on the thrust monitoring results obtained by the thrust monitoring data acquisition module, quantify the real-time distribution of the front-side resistance and rear-side thrust of the bars. The module integrates the real-time values ​​of the front-side resistance and rear-side thrust of the bars and performs bar force analysis.

[0080] - an effective resistance acquisition module, which is used to quantify the stress resistance of the blocks at the pile positions at different piling stages based on the stress analysis results of the blocks at the pile positions obtained by the stress analysis module at the pile positions. The effective resistance is then compared and deducted from the stress resistance of the blocks at the pile positions at different piling stages and the stress resistance of the blocks at the pile positions at the original slope stage to obtain the actual additional stress resistance value exerted by the blocks at the pile positions at different piling stages due to pile hole excavation or pile formation, i.e., the effective resistance;

[0081] - A landslide global stability evaluation module, which is used to generalize the longitudinal main sliding profile of the landslide at different piling stages and apply the effective resisting stress of the corresponding stage on the center line of the bar at the pile position. At the same time, cutting pile points of different depths are randomly set on the center line of the bar. Then, based on the longitudinal main sliding profile of the landslide and the effective resisting stress of the corresponding stage, the landslide stability analysis along the original sliding surface can be carried out. According to the cutting pile points of different depths, the most dangerous sliding surface sliding along the cutting pile points of different depths and the global stability analysis of the landslide can be carried out.

[0082] The present invention also provides 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.

[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, it implements 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 pile as described above.

[0086] The above-mentioned specific implementation methods are used to illustrate 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 scope of protection of the claims shall fall within the scope of protection of the present invention.

Claims

1. A method for evaluating the global stability of a cut-pile landslide taking into account the cross-sectional thickness of the anti-slide piles, characterized by: The steps include: S1. Anti-slide pile construction and soil pressure gauge burial For the landslide body that needs to be controlled, the location for laying anti-slide piles and the spacing between piles are first selected. Then, the longitudinal main sliding profile line of the landslide is laid out along the main sliding direction of the landslide to obtain the longitudinal profile of the landslide, and the transverse profile line of the landslide is laid out along the transverse direction of the landslide at the pile position to obtain the transverse profile of the landslide body 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 landslide anti-slide piles, the pile addition stage is divided into 6 different pile addition stages, namely, original slope stage i, first batch pile drilling stage ii, first batch pile initial stage iii, second batch pile drilling stage iv, second batch pile initial stage v, and anti-slide pile system effectiveness stage vi. S2. Anti-sliding pile thrust monitoring, pile block force analysis, and effective resistance acquisition After burying the earth pressure gauge, the thrust within the range of the anti-sliding pile is monitored. The single-width strips at the pile positions are generalized, and based on the thrust monitoring results, the real-time distribution of the front-side stress and rear-side thrust of the strips at different piling stages is quantified, and the force analysis of the strips is carried out. Then, based on the force analysis of the strips at the pile positions, the stress resistance of the strips at the pile positions at different piling stages is quantified. The stress resistance of the strips at the pile positions at different piling stages is then compared and deducted from the stress resistance of the strips at the pile positions at the original slope stage. This results in the actual additional stress resistance of the strips at the pile positions at different piling stages due to pile hole excavation or pile formation, i.e., the effective stress resistance. S3. Landslide overall stability assessment The longitudinal main sliding profile of the landslide is generalized at different pile-adding 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 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. The search for the most dangerous sliding surface sliding along the cutting points of different depths and the global stability analysis of the landslide can be carried out according to the cutting points of different depths.

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

3. The method for evaluating the global stability of a cut-pile landslide taking into account the cross-sectional thickness of the anti-slide piles according to claim 1 is characterized by: In step S2, the specific process is as follows: S21. Plane force analysis of the 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 installation stages; The selection of the analysis unit is such that its lateral action range includes the extension of a single pile to the center of the adjacent piles on both sides, and its longitudinal action range is controlled within the thickness of the anti-sliding pile itself; the action range of a single anti-sliding pile is such that its lateral action range includes the extension of a single pile to the middle position between the adjacent piles on both sides, and its longitudinal action range is controlled within the thickness of the anti-sliding pile itself. The force characteristics within the action range of a single anti-sliding pile at different piling stages are distinguished by combining the monitoring results of all soil pressure gauges at different piling stages to obtain the force characteristics within the action range of a single anti-sliding pile at different piling stages; S22, Analysis of the Stress of Strips at Pile Positions The stress analysis of the strips at the pile position is to perform stress analysis on any vertical strips of unit width at the pile position within the action range of a single anti-sliding pile, 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 considered to be 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 stress on the strips at the pile position is considered to be 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 bar is p i (x), x is the vertical coordinate; in stages ii and iv, the pile hole will cause partial leakage of the anti-sliding force of the bar at the pile position, and it is related to time, so the front side stress of the bar at time t is p i-1 (x, t)′, the lateral thrust stress behind the bar is p i (x, t)′; In stage vi, the anti-slip piles gradually take effect after being piled, and the anti-slip force they provide gradually increases with time. Therefore, the stress on the front side of the block at time t is p i-1 (x, t)", the lateral thrust stress behind 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 piles under the original slope condition have a certain stress resistance. The effective stress resistance of the anti-slide piles on the landslide stabilization at different pile-adding stages 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, 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 hole will cause the partial leakage of the anti-sliding force of the bar at the pile position, and it 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-slip piles gradually take effect after being piled, and the anti-slip force they provide gradually increases with time. Therefore, the anti-slip stress of the strip at time t is p i (x,t)”-p i-1 (x, t)", the effective stress resistance of the bar 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 assessment system for cut-pile landslides that takes 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 bars at pile positions. The module is used to generalize the single-width bars at the pile positions and, based on the thrust monitoring results obtained by the thrust monitoring data acquisition module, quantify the real-time distribution of the front-side resistance and rear-side thrust of the bars. The module integrates the real-time values ​​of the front-side resistance and rear-side thrust of the bars and performs bar force analysis. - an effective resistance acquisition module, which is used to quantify the stress resistance of the blocks at the pile positions at different piling stages based on the stress analysis results of the blocks at the pile positions obtained by the stress analysis module at the pile positions. The effective resistance is then compared and deducted from the stress resistance of the blocks at the pile positions at different piling stages and the stress resistance of the blocks at the pile positions at the original slope stage to obtain the actual additional stress resistance value exerted by the blocks at the pile positions at different piling stages due to pile hole excavation or pile formation, i.e., the effective resistance; - A landslide global stability evaluation module, which is used to generalize the longitudinal main sliding profile of the landslide at different piling stages and apply the effective resisting stress of the corresponding stage on the center line of the bar at the pile position. At the same time, cutting pile points of different depths are randomly set on the center line of the bar. Then, based on the longitudinal main sliding profile of the landslide and the effective resisting stress of the corresponding stage, the landslide stability analysis along the original sliding surface can be carried out. According to the cutting pile points of different depths, the most dangerous sliding surface sliding along the cutting pile points of different depths and the global stability analysis of the landslide can be carried out.

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 being configured to execute a computer program stored in a memory to implement the steps of a 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 3.

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 the 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 3 are implemented.

Images