A method, system, equipment and medium for equal-precision evaluation of landslide stability and early warning of pile structure damage based on anti-slide pile thrust monitoring

Abstract

The present invention provides a method, system, equipment and medium for isoprecision evaluation of landslide stability and early warning of pile structure damage based on anti-slide pile thrust monitoring, the method comprising the following steps: S1, anti-slide pile construction and soil pressure gauge burial; S2, anti-slide pile thrust monitoring and analysis of the force of strips and blocks at the pile position; S3, isoprecision evaluation of landslide stability and early warning of pile structure damage. The present invention proposes the concept of real-time effectiveness of anti-slide piles, and proposes an isoprecision real-time dynamic evaluation method for piled landslide stability based on real-time monitoring of anti-slide pile thrust, avoiding the crude evaluation method 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 in traditional designs. The present invention emphasizes two typical dangerous reinforcement situations of landslide anti-slide piles, providing a theoretical basis for effective early warning of landslide control projects.

Description

Technical Field

[0001] The present invention belongs to the field of new monitoring and stability evaluation technology in the field of geological disaster prevention and control, and in particular relates to a method, system, equipment and medium for equal-precision evaluation of landslide stability and early warning of pile structure damage based on anti-slide pile thrust monitoring. Background Art

[0002] Anti-slide pile reinforcement is the most common technical means to control landslide geological disasters. At present, this technology is relatively mature and widely used. However, there are also cases of failure of anti-slide pile control projects, which have caused catastrophic events in landslide projects. The reasons are that unreasonable design or unclear preliminary geological surveys may lead to the failure of control projects. Especially after the anti-slide piles are applied, the current technology uses the anti-slide force exerted by the anti-slide piles under extreme conditions to measure the safety margin of the piled landslide body. The actual force conditions of the anti-slide piles at different times and the real-time stability of the piled landslide are completely ignored. This creates a technical barrier that the stability of the piled landslide cannot be accurately obtained in real time, which is not conducive to the control of the entire process of landslide disasters.

[0003] In the above background, carrying out anti-slide pile thrust monitoring is helpful to obtain the actual resistance value of the anti-slide pile in real time, so as to realize the precision evaluation of pile landslide stability and other aspects by applying the real-time resistance of the anti-slide pile at different times, and at the same time evaluate the shear and bending damage of the anti-slide pile structure, so as to help build a precision evaluation system of landslide stability and pile structure damage based on anti-slide pile thrust monitoring. Summary of the invention

[0004] The first object of the present invention is to provide a method for equal-precision evaluation of landslide stability and early warning of pile structure damage based on anti-slide pile thrust monitoring.

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

[0006] A method for equal-precision evaluation of landslide stability and early warning of pile structure damage based on anti-slide pile thrust monitoring includes 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 arranging anti-slide piles is first selected, and the distance between the piles is set. Then, the anti-slide pile construction and soil pressure gauge burial work are carried out. According to the construction process of the anti-slide piles, six different pile adding stages are specifically 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 soil pressure gauges on the front side and the back side of the soil between the piles are buried, and the soil pressure gauges in front of the piles and behind the piles are buried when the first batch of piles are piled (iii) and the second batch of piles are piled (v). Finally, the soil pressure gauge burial patterns are formed as shown in the initial stage of the second batch of piles (v) and the effective stage of the anti-slide pile system (vi). It is necessary to arrange the longitudinal main sliding section line II of the landslide along the main sliding direction of the landslide to obtain the longitudinal section of the landslide, and arrange the sliding body transverse section line II-II along the landslide at the pile position to obtain the sliding body transverse section at the pile position to display the buried information of the anti-slide piles and earth pressure gauges.

[0009] S2. Monitoring of anti-sliding pile thrust and analysis of the force on the strips at the pile position

[0010] After the earth pressure gauge is buried, the thrust monitoring within the action range of the anti-sliding pile is implemented; by generalizing the single-width strip at the pile position, the real-time distribution of the front resistance stress and rear thrust stress of the strip at the pile position at different stages can be quantified according to the thrust monitoring results at different pile-adding stages, and then the real-time values ​​of the front resistance and rear thrust of the strip are obtained by integration, and the force analysis of the strip at the pile position and the generalization of the force mode of the strip are carried out (including gravity, front resistance, rear thrust, base normal pressure and base sliding zone friction resistance);

[0011] S3. Accuracy evaluation of landslide stability and early warning of pile structure damage

[0012] According to the stress analysis of the strips at the pile positions at different pile-adding stages in S2, the stress modes of the strips at the pile positions are marked on the main sliding sections of the landslide at different pile-adding stages, and the real-time stability of the landslide at different pile-adding stages is analyzed by using the equal-precision evaluation method.

[0013] Combined with the dangerous anti-slide pile reinforcement situation, the stability decline and instability mechanism of the pile-reinforced landslide are demonstrated, and the shear warning and bending warning of the pile structure based on the anti-slide pile overload failure mode are made.

[0014] While adopting the above technical solutions, the present invention may also adopt or combine the following technical solutions:

[0015] As a preferred technical solution of the present invention: in step S1, according to the construction process of the anti-sliding piles, six different pile adding stages need to be distinguished, namely, the original slope stage (i), the first batch of pile hole formation stage (ii), the first batch of pile pile initial stage (iii), the second batch of pile hole formation stage (iv), the second batch of pile pile initial stage (v), and the anti-sliding pile system effective stage (vi). The anti-sliding pile construction and earth pressure gauge burying work are carried out in stages, which specifically includes the following processes:

[0016] S11. In the original slope stage (i), starting from the sliding zone, front soil pressure gauges and rear soil pressure gauges are buried at equal intervals from bottom to top on both sides of the soil between the set anti-sliding piles until the slope surface;

[0017] 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 cast from bottom to top. At the same time as the first batch of piles are cast, (iii) soil pressure gauges in front of the pile and soil pressure gauges behind the pile are buried at equal intervals from bottom to top on both sides of the front and rear sides of the pile body from the position of the sliding belt until the slope surface;

[0018] S13, the second batch of piles are bored. The 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, the steel bars are tied into the pile holes and concrete is poured from bottom to top. At the same time as the second batch of piles are formed (v), the soil pressure gauges in front of the pile and the soil pressure gauges behind the pile are buried at equal intervals from bottom to top on both sides of the front and rear of the pile body from the position of the sliding belt until the slope surface. Finally, the soil pressure gauge burying pattern is formed as shown in the initial stage of the second batch of piles (v) and the effective stage of the anti-sliding pile system (vi).

[0019] As a preferred technical solution of the present invention: in step S1, it is also necessary to arrange the longitudinal main sliding section line II of the landslide along the main sliding direction of the landslide to obtain the longitudinal section of the landslide, and to arrange the sliding body transverse section line II-II along the transverse direction of the landslide at the pile position to obtain the sliding body transverse section at the pile position to display the buried information of the anti-slide piles and the earth pressure gauge.

[0020] As a preferred technical solution of the present invention: the specific process of step S2 is as follows:

[0021] S21. Plane force analysis of anti-slide pile action range

[0022] 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; the differentiation of the force characteristics within the action range of a single anti-sliding pile at different pile adding stages is to obtain the force characteristics within the action range of a single anti-sliding pile by combining the monitoring results of all soil pressure gauges at different pile adding stages;

[0023] S22, analysis of the forces on the strips at the pile position

[0024] The force analysis of the strips at the pile position is to conduct force 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 vertical distribution analysis of the front resistance stress and rear thrust stress of the strips at the pile position at different pile adding stages, and the generalization of the force mode of the strips at the pile position at different pile adding stages, including gravity, front resistance, rear thrust, base normal pressure and base sliding zone friction resistance;

[0025] The front resistance of the strip at the pile position is the integral of the front resistance stress along the distribution depth, and the rear thrust of the strip at the pile position is the integral of the rear thrust stress along the distribution depth; for example: 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 forces on the strip at the pile position are all considered to be static, that is, the front resistance of the strip is , the rear thrust of the strip is 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 time-dependent. Therefore, the front side resistance of the bar at time t is , the rear thrust of the strip is 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 resistance on the front side of the bar at time t is , the rear thrust of the strip is .

[0026] The base normal pressure is the reaction force of the sliding bed acting vertically on the base of the strip at the pile position; for example: in stages (i), (iii), and (v), the initial stage of pile formation is the same as the original slope. The anti-sliding piles are not effective in the initial stage of pile formation, and the base normal pressure is static, which is recorded as In stages (ii) and (iv), the pile drilling causes partial leakage of the anti-sliding force of the bar at the pile position, and the base normal pressure is related to time and is recorded as ; In stage (vi), the anti-sliding piles gradually take effect after being piled, and the base positive pressure is related to time and is recorded as .

[0027] The frictional resistance of the base sliding belt is the anti-sliding force acting parallel to the base of the strip at the pile position; for example: in stages (i), (iii), and (v), the initial stage of pile construction is the same as the original slope. The anti-sliding piles are not effective in the initial stage of pile construction, and the frictional resistance of the base sliding belt is static, which is recorded as , which can be obtained by retaining the friction parameters of the sliding belt from the static stability analysis of the landslide; in stages (ii) and (iv), the pile drilling causes partial leakage of the anti-sliding force of the strips at the pile position, and the friction resistance of the base sliding belt is related to time, which is recorded as , we can ignore the sliding belt friction parameter and directly add The stability analysis of the landslide at a specific moment is carried out by numerical method, and then the difference between the rear thrust and the front resistance of the strip at the pile position is calculated. The difference between the actual monitoring value at that moment Compare, if the difference is not equal Iteration is required The analysis continues until the difference between the analysis and the monitoring is equal. , and finally obtain the equivalent Value; in stage (vi), the anti-sliding piles gradually take effect after being piled, and the friction resistance of the base sliding zone is related to time, which is recorded as , we can ignore the sliding belt friction parameter and directly add The stability analysis of the landslide at a specific moment is carried out by numerical method, and then the difference between the rear thrust and the front resistance of the strip at the pile position is calculated. The difference between the actual monitoring value at that moment Compare, if the difference is not equal Iteration is required The analysis continues until the difference between the analysis and the monitoring is equal. , and finally obtain the equivalent Numeric value.

[0028] As a preferred technical solution of the present invention: in step S3, the dangerous anti-slide pile reinforcement situation, that is, the anti-slide pile failure (destruction) model includes: the overall stability failure mode of the landslide in which the anti-slide piles do not pass through the bottom of the potential deep sliding zone and the anti-slide pile overload failure mode in which the actual landslide body range exceeds the expected landslide body range.

[0029] The overall stability failure mode of the landslide in which the anti-slide piles do not pass through the bottom of the potential deep sliding zone refers to the fact that due to inaccurate preliminary investigation of the landslide, the anti-slide piles are only designed to pass through the shallow sliding zone, but the potential deep sliding zone is ignored, resulting in the anti-slide piles not passing through the deep sliding zone, causing the entire landslide to become unstable and slide along the deep sliding zone, and the anti-slide pile control fails.

[0030] The overload failure mode of anti-slide piles when the actual landslide range exceeds the expected landslide range means that due to inaccurate preliminary investigation of the landslide, the range of the potential rear edge extended sliding zone is much larger than the sliding zone range used in the design of the anti-slide piles, resulting in the actual landslide range exceeding the expected landslide range, and the actual force on the anti-slide piles is much greater than the expected force in the design, which causes structural damage to the anti-slide piles.

[0031] As a preferred technical solution of the present invention: in step S3, the process of real-time stability analysis of the landslide at different pile addition stages is as follows:

[0032] In the original slope stage (i), the initial stage of the first batch of piles (iii) and the initial stage of the second batch of piles (v): the initial stage of pile construction is the same as the original slope. The anti-sliding piles are not effective. The friction parameters of the sliding belt can be retained and the static stability analysis of the landslide can be directly performed. At this time, the strip force at the pile position obtained by analysis should be equal to the actual measured strip force, that is, , ;

[0033] In the first batch of pile drilling stage (ii) and the second batch of pile drilling stage (iv), the equivalent addition The stability analysis of the landslide at a specific moment is carried out by numerical method, and the difference between the rear thrust and the front resistance of the strip block at the pile position obtained by the analysis is determined. The difference between the actual monitoring value at that moment Are they equal? ​​If not, Iteration is required Continue stability analysis until the analyzed difference and monitored difference are equal , that is, the equal-precision stability coefficient at that moment is obtained;

[0034] In the effective stage (vi) of the anti-slide pile system, the equivalent addition The stability analysis of the landslide at a specific moment is carried out by numerical method, and the difference between the rear thrust and the front resistance of the strip block at the pile position obtained by the analysis is determined. The difference between the actual monitoring value at that moment Are they equal? ​​If not, Iteration is required Continue stability analysis until the analyzed difference and monitored difference are equal , that is, the equal-precision stability coefficient at that moment is obtained.

[0035] As a preferred technical solution of the present invention: in step S3, the specific process of the pile structure shear warning and pile structure bending warning is as follows:

[0036] Two early warning mechanisms for pile structure damage are established: one is the early warning mechanism for pile structure shear resistance, which combines the monitoring of the thrust of anti-sliding piles and the precision evaluation of piled landslide stability to quantify the shear stress value of the pile body along the base surface of the strip at any time, and then judges whether the pile structure is sheared and warns based on the Mohr-Coulomb criterion; the other is the early warning mechanism for pile structure bending resistance, which combines the monitoring of the thrust of anti-sliding piles to quantify the bending moment value of the pile body at any time, and then judges whether the pile structure is bent based on the maximum design bending moment value of the pile body and warns.

[0037] The second object of the present invention is to provide an equal-precision evaluation system for landslide stability and pile structure damage early warning system based on anti-slide pile thrust monitoring.

[0038] To this end, the above-mentioned purpose of the present invention is achieved through the following technical solutions:

[0039] An equal-precision evaluation system for landslide stability and pile structure damage early warning system based on anti-slide pile thrust monitoring includes the following modules:

[0040] - a thrust monitoring data acquisition module, which is used to acquire thrust monitoring data within the action range of the anti-sliding pile;

[0041] - A module for analyzing the force of bars at the pile position, which is used to generalize the single-width bars at the pile position, and quantify the real-time distribution of the front-side resistance stress and rear-side thrust stress of the bars 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 bars, and carry out the force analysis of the bars;

[0042] - Landslide stability isoprecision evaluation module, which is used to mark the force mode of the strips at the pile position on the main sliding section of the landslide at different pile-adding stages, and analyze the real-time stability of the landslide at different pile-adding stages using isoprecision evaluation methods.

[0043] - Pile structure damage warning module, which is used to combine the dangerous anti-slide pile reinforcement situation to demonstrate the stability decline and instability mechanism of the piled landslide, and to make pile structure shear warning and pile structure bending warning based on the anti-slide pile overload failure mode.

[0044] 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:

[0045] a memory for storing a computer program,

[0046] A processor is used to execute the computer program stored in the memory to implement the steps of the equal-precision evaluation of landslide stability and pile structure damage early warning method based on anti-slide pile thrust monitoring as described above.

[0047] 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 realizes the steps of the method for equal-precision evaluation of landslide stability and pile structure damage early warning based on anti-slide pile thrust monitoring as described above.

[0048] The present invention provides a method, system, device and medium for equal-precision evaluation of landslide stability and early warning of pile structure damage based on anti-slide pile thrust monitoring, which has the following beneficial effects compared with the prior art:

[0049] 1) The present invention proposes the concept of real-time effectiveness of anti-slide piles, and proposes a precise real-time dynamic evaluation method for the stability of piled landslides based on real-time monitoring of the anti-slide pile thrust, avoiding the crude evaluation method 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 in traditional designs.

[0050] 2) The present invention emphasizes the monitoring of the real 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.

[0051] 3) The present invention emphasizes two typical dangerous reinforcement situations of landslide anti-slide piles. One is the failure situation of the anti-slide piles not penetrating the bottom of the potential deep sliding zone, and the other is the overload damage situation of the anti-slide piles when the actual landslide body range exceeds the expected landslide body range, which provides a theoretical basis for effective early warning of landslide control projects.

[0052] 4) In addition to real-time early warning control of landslide control projects from the perspective of stability, the present invention also develops early warning of pile structure damage based on pile body force monitoring and analysis, achieving the effect of installing a "structural safety monitor" for anti-slide pile projects.

[0053] 5) The present invention is equipped with a graph showing the thrust difference of the strips and blocks at the pile position during the whole process of landslide piling and the evolution curve of the landslide stability over time, as well as a diagram showing the shear warning mechanism of the pile structure and the bending warning mechanism of the pile structure. Based on this, the stability warning of the piled landslide and the damage warning of the pile structure are established for the first time. BRIEF DESCRIPTION OF THE DRAWINGS

[0054] Figure 1 This is a diagram showing the entire process of adding piles to a landslide.

[0055] Figure 2 for Figure 1Elevation view of sliding body II-II at the middle pile position and diagram of earth pressure gauge layout.

[0056] 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.

[0057] Figure 4 The figure shows the distribution diagram of the front side resisting stress and rear side thrust stress of the bar at the pile position at different piling stages.

[0058] Figure 5 The diagram shows the force pattern of the strips and blocks at the pile positions at different piling stages.

[0059] Figure 6a-6c It is an accuracy evaluation model for the stability of the main sliding section of landslide II at different pile addition stages.

[0060] Figure 7 This is a graph showing the evolution of pile thrust difference and stability over time during the entire process of pile adding for landslides.

[0061] Figure 8a , Figure 8b There are two dangerous landslide anti-slide pile reinforcement situations.

[0062] Fig. 9 It is an early warning mechanism for the shear resistance of pile structures.

[0063] Fig.10 It is an early warning mechanism for the bending resistance of pile structures.

[0064] Among them, 1-sliding body, 2-landslide boundary, 3a-earth pressure gauge at the back side between piles, 3a-1-earth pressure gauge at the top of the back side between piles, 3a- n - Earth pressure gauge at the bottom of the pile rear side, 3b- Earth pressure gauge at the front of the pile, 3b-1- Earth pressure gauge at the top of the pile front side, 3b- n - soil pressure gauge at the bottom of the front side between piles, 4-analysis unit, 5-longitudinal main sliding profile of the landslide, 5a-transverse profile of the sliding body at the pile position, 6a-first batch of pile holes, 6b-second batch of pile holes, 7a-first batch of piles, 7b-second batch of piles, 7c-free section of the anti-sliding pile, 7d-anchor section of the anti-sliding pile, 7e-range of action of a single anti-sliding pile, 8a-soil pressure gauge behind the pile, 8a-1-soil pressure gauge at the top of the pile, 8a- n - Earth pressure gauge at the bottom of the pile, 8b- Earth pressure gauge at the front of the pile, 8b-1- Earth pressure gauge at the top of the pile, 8b- n- Earth pressure gauge at the bottom in front of the pile, 9- sliding zone, 9a- potential deep sliding zone, 9b- potential rear edge extended sliding zone, 10- sliding bed, 11- rear side thrust stress distribution within the range of anti-sliding piles in stages (i, iii, v), 12- front side anti-stress distribution within the range of anti-sliding piles in stages (i, iii, v), 13- length of the analysis unit range, 14- rear side thrust stress distribution within the range of anti-sliding piles in stages (ii, iv), 15- front side anti-stress distribution within the range of anti-sliding piles in stages (ii, iv), 16- cross-sectional length d of the anti-sliding pile, 17- cross-sectional thickness h of the anti-sliding pile, 18- rear side thrust stress distribution within the range of anti-sliding piles in stage vi, 19- front side anti-stress distribution within the range of anti-sliding piles in stage vi, 20a- soil arch effect behind the pile, 20b- soil arch in front of the pile effect, 21-generalized bar at the pile position (thickness h), 22-(i, iii, v) stage bar front side stress distribution at the pile position, 23-(i, iii, v) stage bar back side thrust distribution at the pile position, 24-(i, iii, v) stage bar front side stress distribution depth, 25-(ii, iv) stage bar back side thrust distribution depth, 26-depth coordinate axis, 27-(ii, iv) stage bar front side stress distribution at the pile position, 28-(ii, iv) stage bar back side thrust distribution at the pile position, 29-(vi) stage bar front side stress distribution at the pile position, 30-(vi) stage bar back side thrust distribution at the pile position, 31-(i, iii, v) stage bar front side resistance, 32-(i, iii, v) stage bar back side thrust, 33- Friction parameters of the strip sliding belt at the pile position, 34- The ultimate friction resistance provided by the strip sliding belt at the pile position in the (i, iii, v) stage, 35- The positive pressure of the strip base at the pile position in the (i, iii, v) stage, 36- The front resistance of the strip at the pile position in the (ii, iv) stage, 37- The rear thrust of the strip at the pile position in the (ii, iv) stage, 38- The real-time friction resistance added to the base of the strip at the pile position in the (ii, iv) stage, 39- The friction parameters of the strip sliding belt at the pile position in the (ii, iv) stage are generalized to 0 and replaced by the real-time friction resistance, 40- (ii, iv) stage normal pressure of the block base at the pile position, 41- (vi) stage resistance of the block front at the pile position, 42- (vi) stage thrust of the block rear at the pile position, 43- (vi) stage real-time friction resistance added to the block base at the pile position, 44- (vi) stage friction parameters of the block sliding zone at the pile position are generalized to 0 and replaced by real-time friction resistance, 45- (vi) stage normal pressure of the block base at the pile position, 46- (i, iii, v) stage resistance of the block front at the pile position obtained by landslide model analysis, 47- (i, iii, v) stage thrust of the block rear at the pile position obtained by landslide model analysis, 48- (ii, iv) stage resistance of the block front at the pile position obtained by landslide model analysis, 49- (ii,iv) The rear thrust of the strip at the pile position in the stage, 50-The front resistance of the strip at the pile position in the stage (vi) obtained by landslide model analysis, 51-The rear thrust of the strip at the pile position in the stage (vi) obtained by landslide model analysis, 52-Stability axis, 52a-Design safety factor, 53-The thrust difference of the pile position after pile construction under the dangerous situation 2, 54-Stability critical value, 55-The thrust difference of the pile position after pile excavation, 56-The thrust difference axis of the pile position, 57-The design value of the thrust difference of the pile position after pile construction, 58-The original value of the thrust difference of the pile position (original slope state), 59 - time axis, 60- pile thrust difference after pile construction under dangerous situation 1, 61- front resistance of the bar at the pile position under dangerous situation 1 obtained by landslide model analysis, 62- rear thrust of the bar at the pile position under dangerous situation 1 obtained by landslide model analysis, 63- real-time friction resistance added to the base of the bar at the pile position under dangerous situation 1, 64- positive pressure of the base of the bar at the pile position under dangerous situation 1, 65- friction parameters of the bar sliding zone at the pile position under dangerous situation 1 are generalized to 0 and replaced by real-time friction resistance, 66- measured dangerous situation 67- The front resistance of the bar at the pile position under the condition of dangerous situation 1, 68- The front resistance of the bar at the pile position under the condition of dangerous situation 2 obtained by landslide model analysis, 69- The rear thrust of the bar at the pile position under the condition of dangerous situation 2 obtained by landslide model analysis, 70- The real-time friction resistance added to the base of the bar at the pile position under the condition of dangerous situation 2, 71- The positive pressure of the base of the bar at the pile position under the condition of dangerous situation 2, 72- The friction parameter of the sliding zone of the bar at the pile position under the condition of dangerous situation 2 is generalized to 0 and the real-time friction resistance is calculated. Friction resistance substitution, 73- measured front resistance of the bar at the pile position under the condition of dangerous situation 2, 74- measured rear thrust of the bar at the pile position under the condition of dangerous situation 2, 75- ultimate unit shear axis of the pile body along the base direction of the bar, 76- pile concrete cohesion intercept, 77- pile concrete friction angle, 78- unit shear axis borne by the pile body along the base direction of the bar, 79- unit normal pressure axis borne by the pile body along the normal direction of the base of the bar, 80- shear Mohr Coulomb envelope of pile concrete, 81- actual bending moment axis of the pile body, 82- maximum design bending moment value of the pile body. , DETAILED DESCRIPTION

[0065] The present invention will be described in further detail with reference to the accompanying drawings and specific embodiments.

[0066] The plan layout of “landslide + anti-slide piles + soil pressure gauge” is as follows Figure 1As shown in the figure, it mainly includes the landslide boundary, sliding body, anti-sliding pile plane layout, earth pressure gauge plane layout, longitudinal main sliding profile line of the landslide, transverse profile line of the sliding body at the pile position, and distinguishes different pile adding stages. The sliding body is within the landslide boundary. In order to stabilize the landslide body, anti-sliding piles are driven in rows in the front part of the sliding body. In the process of driving anti-sliding piles, six different pile adding 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-sliding pile system effective stage (vi). In the original slope stage (i), the front and rear earth pressure gauges between the piles are buried, and the front and rear earth pressure gauges are buried when the first batch of piles are piled (iii) and the second batch of piles are piled (v), finally forming the earth pressure gauge burying pattern 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 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.

[0067] 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 buried at equal intervals from bottom to top on both sides of the soil between the piles until the slope surface. When the piles are formed, the soil pressure gauges in front of the pile and the soil pressure gauges behind the pile are buried at equal intervals from bottom to top on both sides of the soil between the piles, starting from the sliding zone position, until the slope surface.

[0068] Figure 3 The planar distribution of the 8e front anti-sliding stress and rear thrust stress within the action range of a single anti-sliding pile at different pile-adding stages is shown in the form of an analysis unit. 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-sliding 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 recorded as , ; In the (ii, iv) stage, the pile hole causes the pile hole position with plane size length d and thickness h to be stress-deficient. The measured front side stress resistance 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 hole-forming time, which are recorded as , ; (vi) In the 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, and are recorded as , .

[0069] Figure 4 according to Figure 3 The plane distribution of the front anti-stress and rear thrust stress of 8e within the action range 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 expressed as x , total depth of stress distribution on the front side of the strip , total depth of rear thrust stress distribution . Corresponds to Figure 3 In the (i, iii, v) 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 recorded as , ; (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 related to time, which is recorded as , ; (vi) stage, the distribution function of the front side resisting stress and rear side thrust stress of the single width strip along the depth direction is measured and is related to time, which is recorded as , .

[0070] Figure 5 Combination Figure 4 The stress patterns of single-width strips at the pile positions at different pile-adding stages are given. Figure 4 , (i, iii, v) stage, the front resistance and rear thrust of the single-width strip are measured respectively , , the corresponding base sliding belt friction is static, recorded as , which can be obtained by retaining the friction parameters of the sliding belt and analyzing the static stability of the landslide; in the (ii, iv) stage, the front resistance and rear thrust of the single-width strip at time t are measured to be , , the corresponding base sliding zone friction The performance is time-dependent and can be directly added by ignoring the friction parameters of the sliding belt. The numerical values ​​are iterated and calculated; in stage (vi), the front resistance and rear thrust of the single-width strip at time t are measured as follows: , , the corresponding base sliding zone friction The performance is time-dependent and can be directly added by ignoring the friction parameters of the sliding belt. The value is calculated iteratively.

[0071] Figure 6a-6cThe equal precision evaluation models of the stability of the main sliding section of landslide II at different piling stages are respectively demonstrated. That is, the force patterns of the strips at the pile positions at different piling stages are marked on the main sliding section of the landslide, and the stability of the landslide at different piling stages is analyzed by equal precision evaluation methods. 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 friction parameters of the sliding belt can be retained, and the static stability analysis of the landslide can be directly performed. At this time, the strip force at the pile position obtained by analysis should be equal to the actual measured strip force, that is, , ; In the (ii, iv) stage, the friction parameter of the sliding belt can be ignored and the equivalent addition The stability analysis of the landslide at a specific moment is carried out by numerical method, and the difference between the rear thrust and the front resistance of the strip block at the pile position obtained by the analysis is determined. The difference between the actual value measured at that moment Are they equal? ​​If not, , then it is necessary to iterate Continue stability analysis until the analyzed difference is equal to the measured difference , that is, the equal precision stability coefficient at that moment is obtained; in stage (vi), the equivalent addition can be adopted by ignoring the friction parameter of the sliding belt The stability analysis of the landslide at a specific moment is carried out by numerical method, and the difference between the rear thrust and the front resistance of the strip block at the pile position obtained by the analysis is determined. The difference between the actual value measured at that moment Are they equal? ​​If not, , then it is necessary to iterate Continue stability analysis until the analyzed difference is equal to the measured difference , that is, the equal-precision stability coefficient at that moment is obtained.

[0072] Figure 7 The evolution curve of the thrust difference of the strips and blocks at the pile position and the stability of the landslide over time during the whole process of pile addition is shown, including the temporary reduction of the landslide stability caused by the partial leakage of the anti-sliding force of the strips and blocks at the pile position during the pile hole formation stage, and the gradual enhancement of the landslide stability to the design safety factor after the anti-sliding piles take effect (forming a soil arch effect, and the thrust difference of the strips and blocks at the pile position gradually increases to the design value). When the landslide encounters a sudden increase in adverse conditions, the force on the slope suddenly changes, and the force on the anti-sliding pile suddenly increases. As a result, the thrust difference at the pile position increases sharply and causes damage to the pile structure, eventually causing the anti-sliding pile to fail, the thrust difference at the pile position to drop sharply, and the stability of the landslide decreases and becomes out of control.

[0073] Figure 8a and Figure 8bTwo dangerous landslide anti-slide pile reinforcement situations are shown, one is the failure mode where the anti-slide pile does not pass through the bottom of the potential deep sliding zone, and the other is the anti-slide pile overload failure mode where the actual landslide body exceeds the expected landslide body. In the first failure mode, since the landslide actually slides along the potential deep sliding zone, the anti-slide pile does not play its role, and the difference in thrust between the front and rear blocks at the pile position is measured. Compared with the front and rear thrust difference of the strip at this position under the original slope condition The increase is not much, so the result of the landslide accuracy evaluation is the base friction of the strip. The increase is very small, the stability increase is very limited, and landslides will occur when encountering adverse conditions. In the second anti-slide pile overload failure mode, since the range of the potential rear edge extended sliding zone is much larger than the inaccurate sliding zone range used in the anti-slide pile design, the actual landslide body range is far greater than the expected landslide body range. After the anti-slide pile takes effect, its actual force is much greater than the expected force of the design. The difference in thrust between the front and rear blocks at the pile position is measured. The front and rear thrust difference exceeds the design tolerance , the anti-slide pile structure is overloaded and damaged, causing the bearing capacity of the pile system to drop sharply and eventually causing the stability of the landslide to drop sharply or even become unstable and slide.

[0074] Fig. 9 The shear warning mechanism of the pile structure in dangerous situation 2 is demonstrated, that is, the friction resistance of the base of a single-width strip at any time at the pile position is obtained by combining the thrust monitoring of the anti-slide pile and the precision evaluation of the piled landslide stability. ,according to Figure 3 In view of the soil arching effect in the strip, the force within the action range of a single anti-slide pile is actually borne by the single anti-slide pile. Therefore, the unit shear force actually borne by the single anti-slide pile along the strip base direction is The unit pressure actually borne by a single anti-sliding pile along the normal direction of the sliding zone base is According to the Mohr-Coulomb criterion of pile concrete shear, it can be judged whether the pile structure is damaged at any time t and an early warning can be issued. For example, when the shear state of the pile structure changes from point a to point b in the figure, it is below the Mohr-Coulomb envelope of pile concrete shear, indicating that the pile structure is intact. When the shear state of the pile structure crosses from point b to point c, the shear state of the pile structure jumps above the Mohr-Coulomb envelope of pile concrete shear, indicating that the pile structure is damaged from point b to point c, and an early warning of pile structure shear damage can be issued in time.

[0075] Fig.10The bending warning mechanism of the pile structure in dangerous situation 2 is demonstrated, that is, combined with the thrust monitoring of the anti-sliding pile, the bending moment value of the pile body at any time t is quantified, and then the pile structure is judged whether it is bent and an early warning is issued based on the maximum design bending moment value of the pile body. For example, when the actual bending moment of the pile body in the figure is from point a to point b, it is below the maximum design bending moment value of the pile body, indicating that the pile body is intact. When the actual bending moment of the pile body crosses from point b to point c, the actual bending moment of the pile body jumps to above the maximum design bending moment value of the pile body, indicating that the pile body is bent and damaged from point b to point c, and an early warning of bending damage of the pile structure can be issued in time.

[0076] The following is combined with the attached figure to implement the precision evaluation of landslide stability and pile structure damage warning based on anti-slide pile thrust monitoring:

[0077] 1. Anti-slide pile construction and earth pressure gauge installation

[0078] 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 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. In the process of anti-slide pile construction, six stages are first distinguished, namely, the original slope stage (i), the first batch of pile drilling stage (ii), the initial stage of the first batch of pile drilling (iii), the second batch of pile drilling stage (iv), the initial stage of the second batch of pile drilling (v), and the anti-slide pile system effective stage (vi).

[0079] For the landslide body that needs to be controlled, the location for laying anti-slide piles and the distance between piles are first selected. Then, according to the construction process of anti-slide piles, six different pile adding 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). The anti-slide pile construction and earth pressure gauge burial work are carried out in stages. The specific process includes the following:

[0080] S11. In the original slope stage (i), starting from the sliding zone, front soil pressure gauges and rear soil pressure gauges are buried at equal intervals from bottom to top on both sides of the soil between the set anti-sliding piles until the slope surface;

[0081] 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 cast from bottom to top. At the same time as the first batch of piles are cast, (iii) soil pressure gauges in front of the pile and soil pressure gauges behind the pile are buried at equal intervals from bottom to top on both sides of the front and rear sides of the pile body from the position of the sliding belt until the slope surface;

[0082] S13, the second batch of piles are bored. The 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, the steel bars are tied into the pile holes and concrete is poured from bottom to top. At the same time as the second batch of piles are formed (v), the soil pressure gauges in front of the pile and the soil pressure gauges behind the pile are buried at equal intervals from bottom to top on both sides of the front and rear of the pile body from the position of the sliding belt until the slope surface. Finally, the soil pressure gauge burying pattern is formed as shown in the initial stage of the second batch of piles (v) and the effective stage of the anti-sliding pile system (vi).

[0083] 2. Anti-sliding pile thrust monitoring and block force analysis at the pile location

[0084] After the earth pressure gauge is buried, the thrust monitoring within the action range of the anti-sliding pile is implemented; by generalizing the single-width strip at the pile position, the real-time distribution of the front resistance stress and rear thrust stress of the strip at the pile position at different stages can be quantified according to the thrust monitoring results at different pile-adding stages, and then the real-time values ​​of the front resistance and rear thrust of the strip are obtained by integration, and the force analysis of the strip at the pile position and the generalization of the force mode of the strip are carried out (including gravity, front resistance, rear thrust, base normal pressure and base sliding zone friction resistance);

[0085] Specifically, the process includes the following:

[0086] S21. Plane force analysis of anti-slide pile action range

[0087] 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; the differentiation of the force characteristics within the action range of a single anti-sliding pile at different pile adding stages is to obtain the force characteristics within the action range of a single anti-sliding pile by combining the monitoring results of all soil pressure gauges at different pile adding stages;

[0088] S22, analysis of the forces on the strips at the pile position

[0089] The force analysis of the strips at the pile position is to conduct force 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 vertical distribution analysis of the front resistance stress and rear thrust stress of the strips at the pile position at different pile adding stages, and the generalization of the force mode of the strips at the pile position at different pile adding stages, including gravity, front resistance, rear thrust, base normal pressure and base sliding zone friction resistance;

[0090] The front resistance of the strip at the pile position is the integral of the front resistance stress along the distribution depth, and the rear thrust of the strip at the pile position is the integral of the rear thrust stress along the distribution depth; 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 forces on the strip at the pile position are all regarded as static, that is, the front resistance of the strip is , the rear thrust of the strip is ; 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 front side resistance of the bar at time t is , the rear thrust of the strip is 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 resistance on the front side of the bar at time t is , the rear thrust of the strip is .

[0091] The base normal pressure is the reaction force of the sliding bed acting vertically on the base of the strip at the pile position; for example: in the (i, iii, v) stage, the initial stage of pile formation is the same as the original slope. The anti-sliding piles are not effective in the initial stage of pile formation, and the base normal pressure is static, which is recorded as ; In the (ii, iv) stage, the pile hole causes partial leakage of the anti-sliding force of the bar at the pile position, and the base normal pressure is related to time and is recorded as ; In stage (vi), the anti-sliding piles gradually take effect after being piled, and the base positive pressure is related to time and is recorded as .

[0092] The frictional resistance of the base sliding belt is the anti-sliding force acting parallel to the base of the strip at the pile position; for example: in the (i, iii, v) stage, the initial stage of pile formation is the same as the original slope. The anti-sliding piles are not effective in the initial stage of pile formation, and the frictional resistance of the base sliding belt is static, which is recorded as , which can be obtained by retaining the friction parameters of the sliding belt and analyzing the static stability of the landslide; in the (ii, iv) stage, the pile drilling causes partial leakage of the anti-sliding force of the strip at the pile position, and the friction resistance of the base sliding belt is related to time, which is recorded as , we can ignore the sliding belt friction parameter and directly add The stability analysis of the landslide at a specific moment is carried out by numerical method, and then the difference between the rear thrust and the front resistance of the strip at the pile position is calculated. The difference between the actual monitoring value at that moment Compare, if the difference is not equal Iteration is required The analysis continues until the difference between the analysis and the monitoring is equal. , and finally obtain the equivalent Value; in stage (vi), the anti-sliding piles gradually take effect after being piled, and the friction resistance of the base sliding zone is related to time, which is recorded as , we can ignore the sliding belt friction parameter and directly add The stability analysis of the landslide at a specific moment is carried out by numerical method, and then the difference between the rear thrust and the front resistance of the strip at the pile position is calculated. The difference between the actual monitoring value at that moment Compare, if the difference is not equal Iteration is required The analysis continues until the difference between the analysis and the monitoring is equal. , and finally obtain the equivalent Numeric value.

[0093] 3. Precision evaluation of landslide stability and early warning of pile structure damage

[0094] 1) Mark the stress mode of the strips at the pile position on the main sliding section of the landslide at different pile addition stages, and use the equal precision evaluation method to analyze the real-time stability of the landslide at different pile addition stages:

[0095] (i, iii, v) stage: the initial stage of pile formation is the same as the original slope, and the anti-slide piles are not effective. The friction parameters of the sliding belt can be retained, and the static stability analysis of the landslide can be directly performed. At this time, the strip force at the pile position obtained by analysis should be equal to the actual measured strip force, that is, , ; In the (ii, iv) stage, the friction parameter of the sliding belt can be ignored and the equivalent addition The stability analysis of the landslide at a specific moment is carried out by numerical method, and the difference between the rear thrust and the front resistance of the strip block at the pile position obtained by the analysis is determined. The difference between the actual value measured at that moment Are they equal? ​​If not, , then it is necessary to iterate Continue stability analysis until the analyzed difference is equal to the measured difference , that is, the equal precision stability coefficient at that moment is obtained; in stage (vi), the equivalent addition can be adopted by ignoring the friction parameter of the sliding belt The stability analysis of the landslide at a specific moment is carried out by numerical method, and the difference between the rear thrust and the front resistance of the strip block at the pile position obtained by the analysis is determined. The difference between the actual value measured at that moment Are they equal? ​​If not, , then it is necessary to iterate Continue stability analysis until the analyzed difference is equal to the measured difference , that is, the stability coefficient of equal precision at that moment is obtained. The above method is used to obtain the thrust difference of the strips and blocks at the pile position during the whole process of landslide piling and the evolution curve of landslide stability over time.

[0096] 2) Combining two dangerous anti-slide pile reinforcement situations (1-failure mode in which the anti-slide piles do not pass through the bottom of the potential deep sliding zone, 2-anti-slide pile overload failure mode in which the actual landslide body range exceeds the expected landslide body range), to demonstrate the stability decline and instability mechanism of the pile-added landslide, and make shear warning and bending warning of the pile structure based on the anti-slide pile overload failure mode, and establish a scientific real-time warning system for pile-added landslides.

[0097] Two early warning mechanisms for pile structure damage are established: one is the early warning mechanism for pile structure shear resistance, which combines the monitoring of the thrust of anti-sliding piles and the precision evaluation of piled landslide stability to quantify the shear stress value of the pile body along the base surface of the strip at any time, and then judges whether the pile structure is sheared and warns based on the Mohr-Coulomb criterion; the other is the early warning mechanism for pile structure bending resistance, which combines the monitoring of the thrust of anti-sliding piles to quantify the bending moment value of the pile body at any time, and then judges whether the pile structure is bent based on the maximum design bending moment value of the pile body and warns.

[0098] The present invention also provides an equal-precision evaluation system for landslide stability and pile structure damage early warning system based on anti-slide pile thrust monitoring, comprising the following modules:

[0099] - a thrust monitoring data acquisition module, which is used to acquire thrust monitoring data within the action range of the anti-sliding pile;

[0100] - A module for analyzing the force of bars at the pile position, which is used to generalize the single-width bars at the pile position, and quantify the real-time distribution of the front-side resistance stress and rear-side thrust stress of the bars 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 bars, and carry out the force analysis of the bars;

[0101] - Landslide stability isoprecision evaluation module, which is used to mark the force mode of the strips at the pile position on the main sliding section of the landslide at different pile-adding stages, and analyze the real-time stability of the landslide at different pile-adding stages using isoprecision evaluation methods.

[0102] - Pile structure damage warning module, which is used to combine the dangerous anti-slide pile reinforcement situation to demonstrate the stability decline and instability mechanism of the piled landslide, and to make pile structure shear warning and pile structure bending warning based on the anti-slide pile overload failure mode.

[0103] 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.

[0104] The memory is used to store computer programs.

[0105] The processor is used to execute the computer program stored in the memory to implement the steps of the equal-precision evaluation of landslide stability and pile structure damage early warning method based on anti-slide pile thrust monitoring as described above.

[0106] 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 can implement the method steps of equal-precision evaluation of landslide stability and pile structure damage early warning based on anti-slide pile thrust monitoring as described above.

[0107] 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 isoprecision evaluation of landslide stability and early warning of pile structure damage based on anti-slide pile thrust monitoring, characterized in that: The steps include: S1. Anti-slide pile construction and earth pressure gauge burial According to the construction process of the anti-sliding piles, the original slope stage i, the first batch of pile hole stage ii, the initial stage iii of the first batch of piles, the second batch of pile hole stage iv, the initial stage v of the second batch of piles, and the anti-sliding pile system effective stage vi are distinguished, and the soil pressure gauges on the front side and the back side of the soil between the piles are buried in stage i, and the soil pressure gauges in front of the piles and the soil pressure gauges behind the piles are buried in stages iii and v, forming the soil pressure gauge burying patterns shown in stages v and vi; S2. Anti-sliding pile thrust monitoring and pile block force analysis Implement thrust monitoring of anti-sliding piles; by generalizing the single-width strips at the pile positions, the real-time distribution of the front resistance stress and rear thrust stress of the strips at the pile positions at different stages can be quantified according to the thrust monitoring results at different piling stages, and then the real-time values ​​of the front resistance and rear thrust of the strips can be obtained by integration, and the force analysis of the strips at the pile positions and the generalization of the force patterns of the strips can be carried out; S3. Accuracy evaluation of landslide stability and early warning of pile structure damage According to the stress analysis of the strips at the pile position in S2, the stress mode of the strips at the pile position is marked on the main sliding section of the landslide at different pile-adding stages, and the real-time stability of the landslide at different pile-adding stages is analyzed using the equal-precision evaluation method. Combined with the dangerous anti-slide pile reinforcement situation, the stability decline and instability mechanism of the pile-reinforced landslide are revealed, and the shear resistance warning and bending resistance warning of the pile structure are made based on the anti-slide pile overload failure mode.

2. The method for equal-precision evaluation of landslide stability and early warning of pile structure damage based on anti-slide pile thrust monitoring according to claim 1 is characterized by: In step S1, different pile adding stages are distinguished, and the anti-sliding pile construction and earth pressure gauge burying work are carried out in stages, which specifically includes the following processes: S11. In the original slope stage i, starting from the sliding zone, front soil pressure gauges and rear soil pressure gauges are buried 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, the pile holes need to penetrate the sliding belt to the sliding bed, and then tie the steel bars into the pile holes and pour concrete from bottom to top to form the piles. In the initial stage iii of the first batch of piles, earth pressure gauges in front of the pile and earth pressure gauges behind the pile are buried at equal intervals from bottom to top on both sides of the front and rear of the pile body, starting from the sliding belt, until the slope surface; S13, drilling the second batch of piles. The pile holes need to penetrate the sliding belt to the sliding bed, and then tie the steel bars into the pile holes and pour concrete from bottom to top to form the piles. In the initial stage v of the second batch of pile drilling, starting from the sliding belt, soil pressure gauges in front of the pile and soil pressure gauges behind the pile are buried at equal intervals from bottom to top on the front and rear sides of the pile body until the slope surface, and finally form the soil pressure gauge burying pattern shown in stage v and stage vi.

3. The method for equal-precision evaluation of landslide stability and early warning of pile structure damage based on anti-slide pile thrust monitoring according to claim 1, characterized in that: The specific process of step S2 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 lateral action range of the analysis unit includes the extension of a single pile to the center of the adjacent piles on both sides, and the longitudinal action range is controlled within the thickness range of the anti-sliding pile itself; the lateral action range of a single anti-sliding pile includes the extension of a single pile to the middle position between the adjacent piles on both sides, and the longitudinal action range is controlled within the thickness range of the anti-sliding pile itself; the force characteristics within the action range of a single anti-sliding pile at different pile adding stages are distinguished by combining 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; S22, analysis of the forces on the strips at the pile position The force analysis of the strips at the pile position is to conduct force 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 vertical distribution analysis of the front resistance stress and rear thrust stress of the strips at the pile position at different pile adding stages, and the generalization of the force mode of the strips at the pile position at different pile adding stages, including gravity, front resistance, rear thrust, base normal pressure and base sliding zone friction resistance; The front resistance of the bar at the pile position is the integral of the front resistance stress along the distribution depth, and the rear thrust of the bar at the pile position is the integral of the rear thrust stress along the distribution depth; 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-slide piles do not take effect immediately, and the forces on the strips at the pile positions are considered to be static, that is, the resistance on the front side of the strips is , the rear thrust of the strip is In stages ii and iv, the pile drilling causes partial leakage of the anti-sliding force of the bar at the pile position, which is related to time. Therefore, the front side resistance of the bar at time t is , the rear thrust of the strip is In stage vi, the anti-sliding piles gradually take effect, and the anti-sliding force they provide gradually increases with time. Therefore, the resistance on the front side of the strip at time t is , the rear thrust of the strip is ; The base sliding zone friction resistance is the sliding resistance force acting parallel to the base of the strip at the pile position; In stages i, iii, and v, the initial stage of pile formation is the same as the original slope, the anti-slide piles are ineffective, and the friction resistance of the base sliding zone is static, recorded as , obtained by retaining the friction parameters of the sliding belt, from the static stability analysis of the landslide; in stages ii and iv, the pile drilling causes partial leakage of the anti-sliding force of the strip at the pile position, and the friction resistance of the base sliding belt is related to time, recorded as , by ignoring the sliding belt friction parameter, the direct addition The stability analysis of the landslide at a specific moment is carried out by numerical method, and then the difference between the rear thrust and the front resistance of the strip at the pile position is calculated. The difference between the actual monitoring value at that moment Compare, if the difference is not equal Iteration is required The analysis continues until the difference between the analysis and the monitoring is equal. , and finally obtain the equivalent Value; in stage vi, the anti-sliding piles gradually take effect after being piled, and the friction resistance of the base sliding zone is related to time, which is recorded as , by ignoring the sliding belt friction parameter, the direct addition The stability analysis of the landslide at a specific moment is carried out by numerical method, and then the difference between the rear thrust and the front resistance of the strip at the pile position is calculated. The difference between the actual monitoring value at that moment Compare, if the difference is not equal Iteration is required The analysis continues until the difference between the analysis and the monitoring is equal. , and finally obtain the equivalent Numeric value.

4. The method for equal-precision evaluation of landslide stability and early warning of pile structure damage based on anti-slide pile thrust monitoring according to claim 1 is characterized by: In step S3, the dangerous anti-slide pile reinforcement situation, that is, the anti-slide pile failure model includes: the overall stability failure mode of the landslide in which the anti-slide pile does not pass through the bottom of the potential deep sliding zone and the anti-slide pile overload failure mode in which the actual landslide body range exceeds the expected landslide body range.

5. The method for equal-precision evaluation of landslide stability and early warning of pile structure damage based on anti-slide pile thrust monitoring according to claim 1 is characterized by: In step S3, the process of real-time stability analysis of the landslide at different pile-adding stages is as follows: In the original slope stage i, the initial stage iii of the first batch of piles and the initial stage v of the second batch of piles: the initial stage of pile formation is the same as the original slope, the anti-slide piles are not effective, the friction parameters of the sliding belt are retained, and the static stability analysis of the landslide is directly performed. At this time, the strip force at the pile position obtained by analysis should be equal to the actual measured strip force, that is, , ; In the first batch of pile drilling stage ii and the second batch of pile drilling stage iv, the equivalent addition is adopted by ignoring the friction parameter of the sliding belt. The stability analysis of the landslide at a specific moment is carried out by numerical method, and the difference between the rear thrust and the front resistance of the strip block at the pile position obtained by the analysis is determined. The difference between the actual monitoring value at that moment Are they equal? ​​If not, Iteration is required Continue stability analysis until the analyzed difference and monitored difference are equal , that is, the equal-precision stability coefficient at that moment is obtained; In the effective stage vi of the anti-slide pile system, by ignoring the friction parameters of the sliding belt, an equivalent addition The stability analysis of the landslide at a specific moment is carried out by numerical method, and the difference between the rear thrust and the front resistance of the strip block at the pile position obtained by the analysis is determined. The difference between the actual monitoring value at that moment Are they equal? ​​If not, Iteration is required Continue stability analysis until the analyzed difference and monitored difference are equal , that is, the equal-precision stability coefficient at that moment is obtained.

6. The method for equal-precision evaluation of landslide stability and early warning of pile structure damage based on anti-slide pile thrust monitoring according to claim 1 is characterized by: In step S3, the specific process of the pile structure shear warning and pile structure bending warning is as follows: Two early warning mechanisms for pile structure damage are established: one is the early warning mechanism for pile structure shear resistance, which combines the thrust monitoring of anti-sliding piles and the precision evaluation of piled landslide stability to quantify the shear stress value of the pile body along the base surface of the strip at any time, and then judges whether the pile structure is damaged by shear according to the Mohr-Coulomb criterion and issues an early warning; The other is the bending warning mechanism of the pile structure, which combines the thrust monitoring of the anti-sliding pile to quantify the bending moment value of the pile body at any time, and then judges whether the pile structure is bent and issues a warning based on the maximum design bending moment value of the pile body.

7. An equal-precision evaluation system for landslide stability and early warning system for pile structure damage based on anti-slide pile thrust monitoring, characterized in that: 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 the pile position, which is used to generalize the single-width bars at the pile position, and quantify the real-time distribution of the front-side resistance stress and rear-side thrust stress of the bars 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 bars, and carry out the force analysis of the bars; - Landslide stability isoprecision evaluation module, which is used to mark the force mode of the strips at the pile position on the main sliding section of the landslide at different pile addition stages, and analyze the real-time stability of the landslide at different pile addition stages using isoprecision evaluation methods; - Pile structure damage warning module, which is used to combine the dangerous anti-slide pile reinforcement situation to demonstrate the stability decline and instability mechanism of the piled landslide, and to make pile structure shear warning and pile structure bending warning based on the anti-slide pile overload failure mode.

8. 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, wherein the processor is used to execute a computer program stored in a memory to implement the steps of the method for equal-precision evaluation of landslide stability and early warning of pile structure damage based on anti-slide pile thrust monitoring as described in any one of claims 1 to 6.

9. 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 equal-precision evaluation of landslide stability and early warning of pile structure damage based on anti-slide pile thrust monitoring as described in any one of claims 1 to 6 are implemented.

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