Anchor pulling plate reinforcing and deformation control method and system for toppling deformation body

Abstract

The invention relates to the technical field of GS hydropower station reinforcement and deformation control, and discloses an anchor pulling plate reinforcement and deformation control method and system for a toppling deformation body, and the method comprises the steps: carrying out the analysis and judgment of an instability mode through stereographic projection, calculating a profile and a sliding mode, and carrying out the stable analysis and calculation of parameters and a control standard; calculating and analyzing a non-flood-discharge rain and fog working condition, and carrying out unstable seepage analysis and anti-skid stability analysis on flood-discharge rain and fog influence; selecting a typical section to establish a side slope generalization geologic model; according to slope rock mass toppling characteristics and rock stratum thickness, a typical section slope generalization geologic structure model is established; calculating parameter values; and performing initial ground stress simulation, unreinforced excavation simulation and reinforced excavation simulation on the profile, and analyzing simulation results. The system comprises a stability analysis module, a slope generalization geologic model module and a result analysis module. The analysis of the simulation result is also helpful for optimizing the design scheme and improving the economy of the project.

Description

Technical Field

[0001] The present invention relates to the technical field of reinforcement and deformation control of GS hydropower station, and particularly relates to a method and system for anchor plate reinforcement and deformation control of toppling deformation bodies. Background Art

[0002] The outlet slope of the water discharge structure in the hub area of GS hydropower station includes the permanent excavation slope at the lower part and the Yagong strong toppling body at the upper part. The maximum excavation height is about 315m. Rock mass toppling and unloading are developed, and the deformation and instability modes are complex. Research shows that there is a strong Yagong toppling body distributed above the outlet of the water discharge structure, with poor geological conditions, and the monitored feedback deformation is still increasing. It can be predicted that during the excavation construction process of the outlet slope of the water discharge structure, affected by the adjustment of excavation stress, it may cause further intensification of the toppling deformation of the slope rock mass and even instability failure. In addition, under the influence of flood discharge fog and rain during the operation period, it will not only further weaken the rock mass parameters, but also cause changes in internal groundwater and deteriorate the slope operation environment, thus having an important impact on the stability of the slope rock mass and the upper strong toppling rock mass.

[0003] Therefore, ensuring the stability of the excavation slope at the outlet of the water discharge structure of GS power station is a major geological-engineering problem faced in the engineering construction of GS power station. To ensure the safety of the engineering slope during the construction period and the operation period, and to make the support implementation convenient, effective, economic and reasonable as much as possible on the premise of safety, so that the slope treatment design is more targeted, systematic and effective, it is very necessary to carry out research on the stability and support measures of the excavation slope at the outlet of the water discharge structure of GS power station.

[0004] Prior Art One, a Chinese patent with application number 202310651985.3 discloses a tower column co-rotating anchoring system and construction method, including: an upper tower column co-rotating saddle temporary site positioning and installation system, an upper tower column assembly site plane position positioning system, a bridge tower saddle positioning system, an anchor plate on-site positioning tooling system, and an anchor plate temporary reinforcement system; through the upper tower column co-rotating saddle temporary site positioning and installation, the on-site site can be effectively utilized to realize the rapid construction of saddle installation and hoisting; the upper tower column assembly site plane position positioning system combined with the bridge tower saddle positioning system can realize the rapid positioning and installation of the saddle; the anchor plate on-site positioning tooling system and the anchor plate temporary reinforcement system can reduce the installation verification steps and improve the construction efficiency of anchor plate installation. Although it can improve the construction efficiency of the tower column co-rotating anchoring system, the construction is simple, and the construction safety is good, with good technical and economic benefits; however, the construction process involves complex positioning and installation steps, increasing the construction difficulty.

[0005] Prior Art II: A Chinese patent with application number 202311688550.2 discloses a double-sided wall embedded part and construction method, including a front pull plate, a back pull plate, anchor bars, vertical reinforcement steel profiles, steel profile embedded parts, a casting body, and a transverse support body; a steel bracket is installed on the front pull plate; the vertical reinforcement steel profiles are installed on the steel profile embedded parts; multiple layers of anchor bars are provided on the back pull plate, and the ends of the multiple layers of anchor bars facing away from the back pull plate are connected to the front pull plate; at least one transverse support body is connected between the vertical reinforcement steel profiles and one layer of anchor bars; the casting body is located inside the front pull plate and is connected to the front pull plate by casting; using the casting body to realize the connection between the front pull plate and the wall to be cast can ensure the dimensional requirements of the steel bracket in the thickness direction of the wall to be cast, and at the same time can avoid using an overly thick front pull plate. Although it can reduce the construction difficulty of the embedded part, improve the accuracy, and ensure the stability of the front pull plate; however, during the construction process, complex installation and adjustment of components such as anchor bars and steel profile embedded parts are still required, increasing the construction difficulty and time.

[0006] Prior Art III: A Chinese patent with application number 202111305626.X discloses a steel truss bridge anchor-pulled longitudinal beam block and its manufacturing method, including numerical control cutting - assembling the anchor-pulled plate ear - positioning and assembling the lower cover plate unit of the side longitudinal beam - positioning and assembling the cross beam units I and II - positioning and assembling the side longitudinal beam web units I and II - positioning and assembling the partition - assembling the upper cover plate unit of the side longitudinal beam - welding the anchor-pulled ear plate - welding the butt welds of the ear plate and the web and the welds of the top and bottom plates - welding the welds of the web and the top and bottom plates - assembling and welding the anchor-pulled plate stiffeners, diagonal bar stiffeners, and side sealing plates - 180° flipping the block to assemble and weld the diagonal bar joint web and the diagonal bar joint cover plate - trimming the block, drilling, and removing the reserved process amount. Although it effectively solves the problem of reasonable release of welding stress during the welding process of the anchor-pulled block, avoids structural deformation caused by excessive accumulation of welding internal stress, reduces the repeated deformation and correction work of the structure during construction, and ensures the manufacturing quality of the anchor-pulled longitudinal beam of the Second Luzhou Yangtze River Bridge; however, local stress concentration may still occur during the welding process, and welding deformation is difficult to completely avoid.

[0007] Currently, there are problems in Prior Art I, Prior Art II, and Prior Art III such as large construction difficulty, long time, and difficult to completely avoid welding deformation. Therefore, the present invention provides a method and system for anchor-pulled plate reinforcement and deformation control for toppling deformation bodies. Summary of the Invention

[0008] [[ID=~11]]The main purpose of the present invention is to provide a method and system for anchor-pulled plate reinforcement and deformation control for toppling deformation bodies to solve the problems of large construction difficulty, long time, and difficult to completely avoid welding deformation in the prior art.

[0009] To achieve the above object, the present invention provides the following technical solutions:

[0010] ​An anchor plate reinforcement and deformation control method for toppling deformable bodies, the anchor plate reinforcement and deformation control method for toppling deformable bodies includes:

[0011] Use stereographic projection to analyze and judge the instability mode, calculate the section and sliding mode, stability analysis calculation parameters and control standards; calculate and analyze the non-flood rain and fog conditions, and conduct unsteady seepage analysis and anti-sliding stability analysis of the flood rain and fog effects.

[0012] According to the geological conditions of the outlet slope of the flood discharge structure and the rock mass toppling characteristics, select typical sections to establish a generalized geological model of the slope; according to the rock mass toppling characteristics and rock layer thickness of the slope, establish a generalized geological structure model of the typical section slope.

[0013] Adopt the Mohr-Coulomb elastoplastic model to simulate the mechanical effects of the rock layer and determine the calculation parameter values; conduct initial in-situ stress simulation, un-reinforced excavation simulation and reinforced excavation simulation on the section, and analyze the simulation results.

[0014] As a further improvement of the present invention, using stereographic projection to analyze and judge the instability mode includes the following steps:

[0015] Judge the instability mode according to the spatial position relationship between the occurrence of structural planes inside the rock mass and the occurrence of free faces. For different instability modes, adopt different stability analysis methods for quantitative evaluation of stability analysis.

[0016] Calculate the working conditions for stability analysis accounting, select typical calculation sections for stability analysis, and divide the slope categories and levels of hydropower projects according to the specifications.

[0017] Under natural conditions, calculate the results of non-flood rain and fog conditions and analyze the results; adopt the unsteady seepage finite element analysis method to conduct seepage analysis of the outlet area engineering slope under different flood rain and fog conditions, obtain the seepage field inside the slope, and conduct anti-sliding stability analysis of the outlet area engineering slope.

[0018] As a further improvement of the present invention, the process of adopting different stability analysis methods for quantitative evaluation of stability analysis includes the following steps:

[0019] Excavate the outlet slope of the flood discharge structure, with an excavation ratio of 1:0.5 - 1:0.75, set a berm every 15m, and the maximum excavation height reaches 315m, and construct a three-dimensional terrain fitting map of the excavated slope of the outlet of the flood discharge structure.

[0020] Judge the instability mode according to the spatial position relationship between the occurrence of structural planes inside the rock mass and the occurrence of free faces. For different instability modes, adopt different stability analysis methods for quantitative evaluation of stability analysis.

[0021] Find the ranges of the possible sliding areas and possible toppling areas on the stereographic projection map. Based on the search results and combined with the outcrop positions of the positioning structural planes on the slope surface, determine the possible instability modes of the target slope.

[0022] As a further improvement of the present invention, the process of calculating the working conditions for stability analysis and verification includes the following steps:

[0023] For the natural slope before excavation, analyze the stability of the slope under natural conditions, rainfall, and seismic effects; for the engineering slope after excavation, analyze the stability of the slope under natural conditions, rainfall, flood discharge, rain and fog effects, and seismic effects.

[0024] Combined with the analysis results, select typical calculation profiles of the outlet slope and draw their geological profiles; verify their stability conditions under different sliding modes.

[0025] According to the geological recommended value table of the shear strength parameters of the rock mass and structural planes used in the stability analysis, the design specifications, and the analysis results, classify the slope categories and levels of the hydropower project and calculate their safety factors under persistent conditions, transient conditions, and accidental conditions.

[0026] As a further improvement of the present invention, the process of performing anti-sliding stability analysis on the engineering slope in the outlet area includes the following steps:

[0027] List the calculation sketches under natural conditions and list the anti-sliding stability analysis results of the natural slope at the outlet of the water discharge structure; list the anti-sliding stability analysis results of the public test excavation slope at the outlet of the water discharge structure and compare the calculation results before and after excavation.

[0028] Adopt the finite element analysis method of unsteady seepage to perform seepage analysis on the engineering slope in the outlet area under different flood discharge, rain and fog conditions, select typical profiles and establish corresponding seepage calculation models, and calculate the working conditions.

[0029] Through the interpolation method of the element shape function, obtain the pore water pressure distribution of the slip surface and perform analysis and calculation on the slope stability; determine the reinforcement treatment measures according to the anti-sliding stability analysis results of the slope at the outlet of the water discharge structure.

[0030] As a further improvement of the present invention, the process of performing analysis and calculation on the slope stability includes the following steps:

[0031] Use the vector method to judge the interpolation points of the linear triangular elements. After finding the triangular element where the interpolation point is located, perform interpolation calculation to obtain the pore water pressure of the interpolation point.

[0032] Among them, the specific discrimination process is as follows:

[0033]

[0034] In the formula, are the normal vectors of three sub - triangles respectively. If the dot product of any two vectors is greater than 0, it indicates that they point in the same direction. Therefore, if or holds, it indicates that P is not inside the triangle;

[0035] The interpolation function is:

[0036]

[0037] In the formula, N i is the shape function of a three - node triangular element; u i is the pore water pressure value of each node of the triangular element; represents the pore water pressure value at the interpolation point j; The specific expression of the shape function is:

[0038]

[0039] In the formula, (x1, y1), (x2, y2), (x3, y3) are the coordinates of the element nodes A, B, C respectively; (x, y) is the coordinate of the interpolation point;

[0040] The vector method is used to judge the bilinear quadrilateral isoparameters, find the quadrilateral element where the interpolation point is located, and carry out interpolation calculation;

[0041] Among them, the specific discrimination process is:

[0042]

[0043] In the formula, are the normal vectors of four sub - triangles respectively; If the dot product of any two vectors is greater than 0, it indicates that they point in the same direction; Therefore, if or or holds, it indicates that point P is not inside the quadrilateral;

[0044] The interpolation function is:

[0045]

[0046] In the formula, N i is the shape function of a four - node quadrilateral element; y i is the pore water pressure value of each node of the element; represents the pore water pressure value at the interpolation point j; The specific expression of the shape function is:

[0047]

[0048] Where ξ and η are the coordinates of the parent element corresponding to the point P(x, y) to be interpolated. According to the properties of the shape functions, we have:

[0049] x = N1x1 + N2x2 + N3x3 + N4x4

[0050] y = N1y1 + N2y2 + N3y3 + N4y4

[0051] The inverse transformation relationship of the shape functions is:

[0052] a1 = 4x - (x1 + x2 + x3 + x4)

[0053] a2 = -x1 + x2 + x3 - x4

[0054] a3 = -x1 - x2 + x3 + x4

[0055] a4 = x1 - x2 + x3 - x4

[0056] b1 = 4y - (y1 + y2 + y3 + y4)

[0057] b2 = -y1 + y2 + y3 - y4

[0058] b3 = -y1 - y2 + y3 + y4

[0059] b4 = y1 - y2 + y3 - y4

[0060] Then we have:

[0061] (a2b3 - a3b2)η 2 +(a3b4 - a1b2 + a2n1 - a4b3)η + a1b4 - a4n1 = 0

[0062] Based on the analysis results of the anti - sliding stability of the outlet slope of the water - discharging structure, the influence of reinforcement treatment measures on the slope stability is analyzed, and the recommended support suggestions are put forward.

[0063] As a further improvement of the present invention, the process of establishing a generalized geological structure model of the typical section slope includes the following steps:

[0064] According to the geological conditions of the outlet slope of the flood - discharging structure and the characteristics of rock mass toppling, a typical section is selected to establish a generalized geological model of the slope;

[0065] According to the characteristics of rock mass toppling of the slope and the thickness of the rock layers, the single - layer thickness of each rock layer is scaled to establish a generalized geological structure model of the typical section slope;

[0066] According to the generalized geological model of the outlet slope and the rock stratum material zoning, a discrete element numerical calculation model is established, and relay elements are used to simulate the mechanical response of the rock stratum interfaces. Solid elements are used to simulate each rock stratum, and fine simulations are carried out on the stratification of each rock stratum, the rock mass weathering zoning, the unloading zoning, and its excavation surface.

[0067] As a further improvement of the present invention, the process of establishing the generalized geological model of the slope includes the following steps:

[0068] Collect geological data such as the topography and geomorphology, rock and soil types, genesis, shape, overburden thickness, and the shape and slope of the bedrock surface of the outlet slope of the flood discharge structure; obtain slope engineering geological survey data such as the plane layout of the slope, the total height, the elevation of the slope bottom, and the elevation of the slope top;

[0069] According to the geological conditions and stability status of the slope, divide the slope into several sections, and each section should have at least one representative profile; select a representative profile so that the profile can reflect the main geological features of the slope and the location of the potential slip surface;

[0070] According to information such as the type, genesis, properties, weathering degree, occurrence, extension, closure degree, and filling status of the main structural planes of the rock and soil mass, establish a generalized geological model of the slope including the physical and mechanical properties of the rock and soil mass, the distribution characteristics of the rock mass structural planes, and their relationship with the free face.

[0071] As a further improvement of the present invention, the process of establishing the generalized geological model of the slope includes the following steps:

[0072] Use the Coulomb joint model to simulate the interaction between rock stratum interfaces, and use the Mohr-Coulomb elastoplastic model to simulate the mechanical response of the rock stratum;

[0073] Carry out initial in-situ stress simulation on the set typical profile, and through initial equilibrium calculation, obtain the initial in-situ stress state of the slope;

[0074] Carry out initial in-situ stress simulation, un-reinforced excavation simulation, and reinforced excavation simulation on the profile, and analyze the simulation results.

[0075] To achieve the above object, the present invention also provides the following technical solution:

[0076] An anchor plate reinforcement and deformation control system for toppling deformation bodies, which is applied to the anchor plate reinforcement and deformation control method for toppling deformation bodies. The anchor plate reinforcement and deformation control system for toppling deformation bodies includes:

[0077] The stability analysis module is used to analyze and judge the instability mode by stereographic projection, calculate the section and sliding mode, stability analysis calculation parameters and control standards; calculate and analyze the non-flood rain and fog conditions, and conduct unsteady seepage analysis and anti-slide stability analysis affected by flood rain and fog;

[0078] The generalized geological model module of the slope is used to select typical sections to establish a generalized geological model of the slope according to the geological conditions of the slope at the outlet of the flood discharge building and the characteristics of rock mass toppling; establish a generalized geological structure model of the typical section slope according to the characteristics of rock mass toppling and the thickness of rock strata;

[0079] The result analysis module is used to simulate the mechanical effect of the rock stratum by using the Mohr-Coulomb elastoplastic model and determine the parameter values; conduct initial in-situ stress simulation, un-reinforced excavation simulation and reinforced excavation simulation on the section, and analyze the simulation results.

[0080] Through theoretical analysis and calculation, the present invention provides a scientific basis for the stability evaluation of slopes; helps prevent slope instability accidents and ensure project safety; provides a basis for numerical simulation and analysis through the establishment of a geological model; helps to more accurately evaluate the stability and safety of slopes; deeply evaluates the stability and safety of slopes through numerical simulation methods; helps to provide a scientific basis for the reinforcement design and construction of slopes and ensure the safety and stability of the project; at the same time, the analysis of the simulation results also helps to optimize the design scheme and improve the economy of the project. Description of the Drawings

[0081] Figure 1 It is a schematic flow chart of an embodiment of the anchor plate reinforcement and deformation control method for the toppling deformation body of the present invention;

[0082] Figure 2 It is a schematic flow chart of an embodiment of the anchor plate reinforcement and deformation control method for the toppling deformation body of the present invention to analyze and judge the instability mode by stereographic projection;

[0083] Figure 3 It is a schematic flow chart of an embodiment of the anchor plate reinforcement and deformation control method for the toppling deformation body of the present invention to conduct quantitative evaluation of stability analysis by using different stability analysis methods;

[0084] Figure 4 It is a schematic flow chart of an embodiment of the anchor plate reinforcement and deformation control method for the toppling deformation body of the present invention to calculate the working conditions of stability analysis;

[0085] Figure 5 It is a schematic flow chart of an embodiment of the anchor plate reinforcement and deformation control method for the toppling deformation body of the present invention to conduct anti-slide stability analysis on the engineering slope in the outlet area;

[0086] Figure 6 Schematic diagram of the analysis and calculation process for slope stability in an embodiment of the anchor plate reinforcement and deformation control method for toppling deformable bodies according to the present invention;

[0087] Figure 7 Schematic diagram of the process for establishing a generalized geological structure model of a typical cross-section slope in an embodiment of the anchor plate reinforcement and deformation control method for toppling deformable bodies according to the present invention;

[0088] Figure 8 Schematic diagram of the process for establishing a generalized geological model of a slope in an embodiment of the anchor plate reinforcement and deformation control method for toppling deformable bodies according to the present invention;

[0089] Figure 9 Schematic diagram of the process for establishing a generalized geological model of a slope in an embodiment of the anchor plate reinforcement and deformation control method for toppling deformable bodies according to the present invention;

[0090] Figure 10 Schematic diagram of the functional modules in an embodiment of the anchor plate reinforcement and deformation control system for toppling deformable bodies according to the present invention;

[0091] Figure 11 Schematic diagram of the structure in an embodiment of the electronic device according to the present invention;

[0092] Figure 12 Schematic diagram of the structure in an embodiment of the storage medium according to the present invention;

[0093] Figure 13 Contour map of the initial in-situ stress distribution of the CP4 cross-section slope of the present invention; (a) Maximum principal stress distribution, (b) Minimum principal stress distribution;

[0094] Figure 14 Contour map of the displacement distribution during the excavation process of the CP4 cross-section slope of the present invention; (a) Excavation to an elevation of 2340.0 m, construction of the upper shear hole and anchor cable; (b) Excavation to an elevation of 2310.0 m, construction of the lower shear hole and anchor cable; (c) Excavation to an elevation of 2238.0 m, construction of the anchor cable; (d) Excavation to the slope toe, construction of the anchor cable. Detailed implementation manners

[0095] Next, the technical solutions in the embodiments of the present invention will be clearly and completely described in conjunction with the accompanying drawings in the embodiments of the present invention. Obviously, the described embodiments are only a part of the embodiments of the present invention, rather than all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those of ordinary skill in the art without creative efforts shall fall within the protection scope of the present invention.

[0096] The terms "first", "second", and "third" in the present invention are only used for descriptive purposes and cannot be construed as indicating or implying relative importance or implicitly specifying the quantity of the indicated technical features. Thus, features defined with "first", "second", and "third" may explicitly or implicitly include at least one of such features. In the description of the present invention, the meaning of "a plurality" is at least two, such as two, three, etc., unless otherwise specifically defined. In all the directional indications (such as up, down, left, right, front, back...) in the embodiments of the present invention, they are only used to explain the relative positional relationship and movement conditions between components in a specific posture (as shown in the drawings). If the specific posture changes, the directional indications will change accordingly. In addition, the terms "comprise" and "have" and any variations thereof are intended to cover non-exclusive inclusion. For example, a process, method, system, product, or device that includes a series of steps or units is not limited to the listed steps or units, but optionally further includes steps or units not listed, or optionally further includes other steps or units inherent to these processes, methods, products, or devices.

[0097] Reference to "embodiment" herein means that a particular feature, structure, or characteristic described in connection with the embodiment can be included in at least one embodiment of the present invention. The phrase appears in various places in the specification and does not necessarily refer to the same embodiment, nor is it an independent or alternative embodiment mutually exclusive with other embodiments. Those skilled in the art will explicitly and implicitly understand that the embodiments described herein can be combined with other embodiments.

[0098] As Figure 1 shown, this embodiment provides an embodiment of the anchor plate reinforcement and deformation control method for toppling deformable bodies. In this embodiment, the anchor plate reinforcement and deformation control method for toppling deformable bodies specifically includes the following steps:

[0099] Step S100: Analyze and judge the instability mode using stereographic projection, calculate the section and sliding mode, stability analysis calculation parameters, and control criteria; perform calculations and analyses for non-flood discharge rain and fog conditions, and perform non-steady seepage analysis and anti-sliding stability analysis for the influence of flood discharge rain and fog.

[0100] Step S200: Select a typical section to establish a generalized geological model of the slope according to the geological conditions of the outlet slope of the flood discharge structure and the rock mass toppling characteristics; establish a generalized geological structure model of the typical section slope according to the rock mass toppling characteristics and rock layer thickness of the slope.

[0101] Step S300: Use the Mohr-Coulomb elastoplastic model to simulate the mechanical effects of the rock layer and determine the values of calculation parameters; perform initial in-situ stress simulation, un-reinforced excavation simulation, and reinforced excavation simulation for the section, and analyze the simulation results.

[0102] Preferably, in step S100 of this embodiment, the stereographic projection method can visually analyze and judge the instability mode of the slope, including possible slip surfaces and slip directions, providing a basis for stability analysis; by calculating the cross-section and slip mode, the stability state of the slope can be determined, including key parameters such as the stability coefficient; at the same time, the safety of the slope is evaluated according to the control standard; performing unsteady seepage analysis and anti-slide stability analysis helps to comprehensively evaluate the safety of the slope under various conditions; in step S200, according to the geological conditions and rock mass toppling characteristics of the outlet slope of the flood discharge structure, a typical cross-section is selected to establish a geological model, which can reflect the actual geological situation of the slope; combining the rock mass toppling characteristics and rock layer thickness of the slope to establish a geological structure model helps to more deeply understand the internal structure characteristics of the slope; step S300 can reflect the true mechanical behavior of the rock layer, including elastic deformation and plastic deformation; reasonable calculation parameter values can ensure the accuracy of the simulation results; through initial in-situ stress simulation, un-reinforced excavation simulation and reinforced excavation simulation, the stability and safety of the slope under different working conditions can be evaluated; at the same time, the analysis of the simulation results helps to discover potential problems and propose corresponding solutions.

[0103] In summary, in step S100 of this embodiment, through theoretical analysis and calculation, it provides a scientific basis for the stability evaluation of the slope; helps to prevent slope instability accidents and ensure project safety; in step S200, through the establishment of a geological model, it provides a basis for numerical simulation and analysis; helps to more accurately evaluate the stability and safety of the slope; in step S300, through numerical simulation methods, it deeply evaluates the stability and safety of the slope; helps to provide a scientific basis for the reinforcement design and construction of the slope and ensure the safety and stability of the project; at the same time, the analysis of the simulation results also helps to optimize the design scheme and improve the economy of the project.

[0104] Furthermore, as Figure 2 shown, in the method for anchor plate reinforcement and deformation control of the toppling deformation body in this embodiment, the analysis and judgment of the instability mode using stereographic projection in step S100 specifically include the following steps:

[0105] Step S101: Judge the instability mode according to the spatial position relationship between the occurrence of structural planes inside the rock mass and the occurrence of the free face. For different instability modes, different stability analysis methods are used for quantitative evaluation of stability analysis;

[0106] Step S102: Calculate the working conditions for stability analysis accounting, select typical calculation cross-sections for stability analysis, and divide the slope categories and levels of hydropower projects according to the specifications;

[0107] Step S103: Under natural conditions, calculate the results of the non-flood-discharge rain and fog conditions, and analyze the results; adopt the non-steady seepage finite element analysis method to carry out the seepage analysis of the engineering slope in the outlet area under different flood-discharge rain and fog conditions, obtain the seepage field inside the slope, and conduct the anti-sliding stability analysis of the engineering slope in the outlet area.

[0108] Preferably, in step S101 of this embodiment, according to the spatial position relationship between the occurrence of structural planes inside the rock mass and the occurrence of the free face, the possible instability modes are judged, and corresponding stability analysis methods are adopted for quantitative evaluation for different instability modes, which can more accurately predict and evaluate the stability of the rock mass; in step S102, by calculating the working conditions of the stability analysis and accounting, typical calculation profiles are selected for stability analysis, and the slope categories and levels of hydropower engineering are divided according to the specifications; it can comprehensively consider various working conditions and conditions to ensure the comprehensiveness and accuracy of the analysis; in step S103, the results of the non-flood-discharge rain and fog conditions are calculated under natural conditions, and the non-steady seepage finite element analysis method is used to conduct the seepage analysis under different flood-discharge rain and fog conditions, obtain the seepage field inside the slope, and then conduct the anti-sliding stability analysis; it can comprehensively consider the seepage influence under different working conditions to ensure the depth and meticulousness of the analysis.

[0109] In summary, in step S101 of this embodiment, through accurate judgment and analysis of the instability modes, preventive and response measures can be formulated more effectively, engineering risks can be reduced, and engineering safety can be guaranteed; in step S102, through accurate classification of the slope categories and levels, more specific guidance can be provided for design and construction, and the rationality and economy of the project can be guaranteed; in step S103, through detailed seepage and anti-sliding stability analysis, the stability of the slope under different conditions can be evaluated more accurately, providing a strong guarantee for the long-term safe operation of the project.

[0110] Further, as Figure 3 shown, in the method for anchor plate reinforcement and deformation control of the toppling deformable body in this embodiment, the specific process of quantitative evaluation of stability analysis by adopting different stability analysis methods in step S101 specifically includes the following steps:

[0111] Step S1011: Excavate the slope at the outlet of the water discharge structure, with an excavation ratio of 1:0.5 to 1:0.75, set a berm every 15 m, and the maximum excavation height reaches 315 m, and construct a three-dimensional terrain fitting map of the excavated slope at the outlet of the water discharge structure;

[0112] Step S1012: According to the spatial position relationship between the occurrence of structural planes inside the rock mass and the occurrence of the free face, judge the instability mode, and for different instability modes, adopt different stability analysis methods for quantitative evaluation of stability analysis;

[0113] Among them, the following geometric conditions should be met for the occurrence of planar sliding failure:

[0114] (1) The strike of the sliding surface must be parallel or nearly parallel to the slope surface (within about ±20°).

[0115] (2) The failure surface must outcrop on the slope surface, that is, its dip angle must be less than the dip angle of the slope surface.

[0116] (3) The dip angle of the failure surface must be greater than the friction angle φ of this surface.

[0117] Similar to planar failure, for wedge sliding failure to occur, the condition βp≥βj≥φ should be satisfied, where βj is the apparent dip angle of the structural plane (or the intersection line of two sets of structural planes) in the lateral direction of the slope surface, βp is the dip angle of the slope surface, and φ is the internal friction angle of the structural plane.

[0118] For toppling failure, generally, the following geometric conditions should be satisfied:

[0119] (1) The dip angle of the slope surface ≥30°.

[0120] (2) The dip direction of the slope surface is opposite to the dip direction of the structural plane (or the intersection line of structural planes), and the included angle between their dip angles ≥12°.

[0121] (3) The range of the toppling area is generally: within the azimuth of ±10° in the reverse dip direction of the slope surface, and within the dip angle range of 120° - dip angle of the slope surface ~90°.

[0122] Step S1013: Search for the ranges of the possible sliding area and the possible toppling area on the stereographic projection map. According to the search results, and combined with the outcrop position of the located structural plane on the slope surface, judge the possible instability modes of the target slope.

[0123] Preferably, in step S1011 of this embodiment, the outlet slope of the water-releasing structure is accurately excavated to ensure that the excavation ratio meets the design requirements (1:0.5 to 1:0.75), which helps to maintain the stability of the slope; a berm is set every 15 m, which helps the passage and maintenance of personnel and equipment during the excavation process, and also helps the drainage and stability of the slope; the maximum excavation height reaches 315 m, showing the scale and complexity of the project; a three-dimensional terrain fitting map is constructed, which can intuitively display the topography of the slope and provide basic data for analysis and evaluation; in step S1012, according to the spatial position relationship between the occurrence of the structural plane inside the rock mass and the occurrence of the free face, the instability mode is judged, which helps to accurately identify the possible instability risks of the slope; different stability analysis methods are used for quantitative evaluation of stability analysis, which can more accurately evaluate the stability state of the slope; for different instability modes such as planar sliding failure, wedge sliding failure and toppling failure, clear geometric conditions are given, which helps to judge whether the slope meets the conditions of these instability modes; in step S1013, the ranges of the possible sliding area and the possible toppling area are found on the stereographic projection map, which helps to intuitively display the possible instability areas of the slope; combined with the outcrop position of the positioning structural plane on the slope surface, the possible instability modes of the target slope can be judged more accurately.

[0124] In summary, step S1011 of this embodiment ensures the standardization and safety of slope excavation and provides favorable conditions for construction; through the three-dimensional terrain fitting map, the topographic features of the slope can be more accurately understood, providing a basis for the stability analysis and design of the slope; in step S1012, through the judgment of the instability mode and stability analysis, the possible potential safety hazards of the slope can be discovered in time, providing a basis for the treatment measures; different stability analysis methods can verify each other, improving the accuracy of the evaluation and providing a guarantee for the safe operation of the slope; in step S1013, through the analysis of the stereographic projection map and the positioning structural plane, the instability area and instability mode of the slope can be determined more precisely, providing more specific guidance for the treatment measures; this helps to discover and handle the potential safety hazards of the slope in time and ensure the safe operation of the slope.

[0125] Furthermore, as Figure 4 shown, in the method for anchor plate reinforcement and deformation control of the toppling deformation body in this embodiment, the specific process of calculating the working conditions of the stability analysis and calculation in step S102 includes the following steps:

[0126] Step S1021: For the natural slope before excavation, analyze the stability of the slope under natural conditions, the influence of rainfall and earthquake; for the engineering slope after excavation, analyze the stability of the slope under natural conditions, the influence of rainfall, flood discharge rain and fog, and earthquake.

[0127] Step S1022: Based on the analysis results, a typical calculation profile of the exit slope is selected and its geological profile is drawn; its stability under different sliding modes is calculated;

[0128] Step S1023: Based on the geological recommended value table of shear strength parameters of rock mass and structural surface used in stability analysis, design specifications and analysis results, the hydropower project slope categories and levels are divided, and the safety factors under permanent conditions, transient conditions and accidental conditions are calculated.

[0129] Preferably, step S1021 of this embodiment analyzes the stability of the slope under natural conditions, rainfall and earthquakes, and can comprehensively evaluate the safety performance of the slope under natural and extreme conditions; for the engineering slope after excavation, the influence of flood discharge rain and fog is also considered, which increases the comprehensiveness and accuracy of the analysis; step S1022 selects typical calculation sections and draws geological profiles, which can intuitively display the geological characteristics and potential sliding modes of the slope; calculates the stability under different sliding modes, which helps to identify the instability risk of the slope under different conditions; step S1023 can scientifically classify the hydropower project slopes into categories and levels according to the geological recommended value table of shear strength parameters and design specifications; calculates the safety factors under permanent conditions, short-term conditions and accidental conditions, and can comprehensively evaluate the safety performance of the slope under different working conditions.

[0130] In summary, step S1021 of this embodiment ensures that the stability of the slope under various conditions can be fully considered during the design and construction stages to prevent the occurrence of slope instability accidents; provides a scientific basis for design and construction, and ensures the safety of the project; step S1022 provides specific data support for the stability design and reinforcement measures of the slope; through intuitive geological profiles and stability status analysis, it is convenient for engineers to understand and communicate about the stability issues of the slope; step S1023 provides clear guiding principles and safety standards for the design, construction and maintenance of the slope; ensures that the slope can maintain sufficient stability under various working conditions, and guarantees the safe operation of the project.

[0131] Furthermore, if Figure 5 As shown, in the anchor plate reinforcement and deformation control method for a collapsed deformed body in this embodiment, the anti-sliding stability analysis process of the exit area engineering slope in step S103 specifically includes the following steps:

[0132] Step S1031: List the calculation diagram under natural conditions, and list the anti-sliding stability analysis results of the natural slope at the outlet of the discharge structure; list the anti-sliding stability analysis results of the excavated slope at the outlet of the discharge structure, and compare the calculation results before and after excavation;

[0133] Step S1032: Using the non-steady seepage finite element analysis method, conduct seepage analysis on the engineering slope in the outlet area under different flood discharge and rain fog conditions, select typical profiles and establish corresponding seepage calculation models, and calculate the working conditions;

[0134] Step S1033: Through the unit shape function interpolation method, obtain the pore water pressure distribution on the slip surface, and conduct analysis and calculation on the slope stability; Based on the anti-sliding stability analysis results of the outlet slope of the water discharge structure, determine the reinforcement treatment measures.

[0135] Preferably, step S1031 of this embodiment clearly shows the topography, geomorphology and possible geological structures of the outlet of the water discharge structure in the natural state, providing a basis for analysis; By comparing the anti-sliding stability analysis results before and after excavation, the impact of excavation activities on slope stability can be intuitively understood; Step S1032 can simulate the change of the seepage field inside the slope under different flood discharge and rain fog conditions, providing more refined data for analyzing slope stability; By selecting representative profiles for modeling, the seepage situation of the slope under different working conditions can be analyzed more effectively; Step S1033 can accurately obtain the pore water pressure distribution on the slip surface, providing key data for slope stability analysis; Based on the anti-sliding stability analysis results, a targeted reinforcement plan can be formulated to improve the slope stability.

[0136] In summary, step S1031 of this embodiment provides data support for evaluating the stability of the outlet slope of the water discharge structure in the natural state; By comparing the stability before and after excavation, it provides a scientific basis for formulating a reasonable excavation plan and reinforcement measures; Step S1032 improves the understanding of the seepage characteristics of the slope under different flood discharge conditions; It provides an important basis for evaluating the stability of the slope under the action of seepage; Step S1033 improves the accuracy of slope stability analysis and provides a reliable basis for the design of reinforcement measures; Through reasonable reinforcement treatment, the risk of slope instability can be effectively reduced and the project safety can be guaranteed.

[0137] Furthermore, as Figure 6 shown, in the method for anchor plate reinforcement and deformation control of the toppling deformation body in this embodiment, the process of analyzing and calculating the slope stability in step S1033 specifically includes the following steps:

[0138] Step S10331: Use the vector method to judge the interpolation points of linear triangular elements. After finding the triangular element where the interpolation point is located, perform interpolation calculation to obtain the pore water pressure of the interpolation point;

[0139] Among them, the specific discrimination process is:

[0140]

[0141] In the formula, They are the normal vectors of three sub - triangles respectively. If the dot product of any two vectors is greater than 0, it indicates that they point in the same direction. Therefore, if or holds, it indicates that P is not inside the triangle;

[0142] The interpolation function is:

[0143]

[0144] In the formula, N i is the shape function of the three - node triangular element; u i is the pore water pressure value of each node of the triangular element; represents the pore water pressure value at the interpolation point j; The specific expression of the shape function is:

[0145]

[0146] In the formula, (x1, y1), (x2, y2), (x3, y3) are the coordinates of the unit nodes A, B, C respectively; (x, y) is the coordinate of the interpolation point;

[0147] Step S10332: Use the vector method to judge the bilinear quadrilateral isoparameters, find the quadrilateral element where the interpolation point is located, and carry out interpolation calculation;

[0148] Among them, the specific discrimination process is:

[0149]

[0150] In the formula, They are the normal vectors of four sub - triangles respectively; If the dot product of any two vectors is greater than 0, it indicates that they point in the same direction; Therefore, if or or holds, it indicates that point P is not inside the quadrilateral;

[0151] The interpolation function is:

[0152]

[0153] In the formula, N i is the shape function of the four - node quadrilateral element; y i is the pore water pressure value of each node of the element; represents the pore water pressure value at the interpolation point j; The specific expression of the shape function is:

[0154]

[0155]

[0156] In the formula, ξ and η are the coordinates of the parent element corresponding to the interpolation point P(x, y) to be interpolated. According to the properties of the shape functions, we have:

[0157] x = N1x1 + N2x2 + N N x3 + N4x4

[0158] y = N1y1 + N2y2 + N3y3 + N4y4

[0159] The inverse transformation relationship of the shape functions is:

[0160] a1 = 4x - (x1 + x2 + x3 + x4)

[0161] a2 = -x1 + x2 + x3 - x4

[0162] a3 = -x1 - x2 + x3 + x4

[0163] a4 = x1 - x2 + x3 - x4

[0164] b1 = 4y - (y1 + y2 + y3 + y4)

[0165] b2 = -y1 + y2 + y3 - y4

[0166] b3 = -y1 - y2 + y3 + y4

[0167] b4 = y1 - y2 + y3 - y4

[0168] Then we have:

[0169] (a2b3 - a3b2)η 2 + (a3b4 - a1b2 + a2b1 - a4b3)η + a1b4 - a4b1 = 0

[0170] Step S10333: According to the anti-slide stability analysis results of the outlet slope of the water discharge structure, conduct an analysis of the influence of reinforcement treatment measures on the slope stability, and propose the recommended support suggestions.

[0171] Preferably, in step S10331 of this embodiment, the vector method is used to determine whether the interpolation point is inside the triangular element to ensure the accuracy of the interpolation calculation; the shape functions are used for interpolation calculation, and the pore water pressure value of the interpolation point can be quickly obtained; in step S10332, the vector method is used to determine whether the interpolation point is inside the quadrilateral element, which is applicable to more complex mesh divisions; compared with linear interpolation, bilinear interpolation can more accurately reflect the distribution of pore water pressure in the quadrilateral element; in step S10333, based on the anti-slide stability analysis results, the influence of different reinforcement treatment measures on the slope stability is evaluated; according to the analysis results, targeted support suggestions are proposed to ensure the stability of the slope.

[0172] In summary, step S10331 of this embodiment provides key data support for slope stability analysis, namely the pore water pressure distribution; improves the accuracy and efficiency of slope stability analysis; step S10332 is applicable to a wider range of slope stability analysis scenarios, improving the flexibility of analysis; further enhances the accuracy of pore water pressure calculation, providing more reliable data for slope stability analysis; step S10333 provides a scientific basis for engineering design and construction, ensuring the stability of the slope after reinforcement treatment; reduces the risk of slope instability, guarantees the safe operation of the project; improves the economic and social benefits of the project, and avoids economic losses and social impacts caused by slope instability.

[0173] Furthermore, as Figure 7 shown, in the method for anchor plate reinforcement and deformation control of toppling deformable bodies in this embodiment, the process of establishing a generalized geological structure model of a typical section slope in step S200 specifically includes the following steps:

[0174] Step S201: According to the geological conditions of the slope at the outlet of the flood discharge structure and the characteristics of rock mass toppling, select a typical section and establish a generalized geological model of the slope;

[0175] Step S202: According to the characteristics of rock mass toppling and the thickness of each rock layer in the slope, scale the single-layer thickness of each rock layer to establish a generalized geological structure model of the typical section slope;

[0176] Among them, the process of establishing a generalized geological model of the slope specifically includes the following steps:

[0177] Spatial analysis of multi-source geological characteristics is based on measured rock mass dip angles, thickness sequences, and fracture density parameters to establish a three-dimensional composite coordinate system weighted by volume fractions (axis α corresponds to the differential dip angle change rate, axis β represents the equivalent layer thickness variation index, and axis γ includes the discrete step length of block combinations); through the step-by-step Fourier moving window algorithm, the seismodynamic friction angle degradation data collected in layers is loaded into the bearing structure grid control point group to generate an initial holographic topological grid;

[0178] Curved surface iterative perturbation optimization conducts fractal gradient degradation tests on the initial grid; uses the variable step size adaptive finite difference method to obtain the topological curvature entropy interval, triggers multi-dimensional gradient feedback calibration for the abnormal curvature entropy section, and eliminates the grid re-patching caused by local dilatancy effects;

[0179] Sliding failure response constraint filling is based on the results of strain path loading inversion, and embeds an anisotropic flow degradation factor matrix during grid reconstruction; according to the sliding zone overturning moment transfer equation, dynamically corrects the weight distribution of the topological surface normal vector, and finally forms a spatial gradient layered network with an asymmetric yield domain;

[0180] Step S203: Based on the generalized geological model of the outlet slope and the rock stratum material zoning, establish a discrete element numerical calculation model, and use relay elements to simulate the mechanical response of the rock stratum interfaces. Each rock stratum is simulated using solid elements, and fine simulations are carried out for the stratification of each rock stratum, the rock mass weathering zoning, the unloading zoning, and its excavation surface.

[0181] Preferably, in step S201 of this embodiment, according to the geological conditions and rock mass toppling characteristics of the outlet slope of the flood discharge structure, a typical section is selected and a generalized geological model of the slope is established; by simplifying and generalizing the actual geological situation, a basic framework is provided for analysis; in step S202, the single-layer thickness of each rock stratum is scaled to establish a generalized geological structure model of the typical section slope; on the basis of the generalized geological model, the specific thickness and toppling characteristics of the rock stratum are further considered, making the model closer to the actual situation; in step S203, a discrete element numerical calculation model is established, relay elements are used to simulate the mechanical response of the rock stratum interfaces, and fine simulations are carried out for each rock stratum, the weathering zoning, the unloading zoning, and the excavation surface; combining numerical calculation methods and fine simulation techniques to deeply analyze the mechanical properties and stability of the slope.

[0182] In summary, step S201 of this embodiment provides a macroscopic perspective to understand the geological structure of the slope, laying a foundation for detailed modeling and analysis; by selecting a typical section, it is possible to more effectively focus on key geological features, thereby improving the accuracy and efficiency of analysis; step S202 enhances the fineness and accuracy of the model; by scaling the rock stratum thickness, it is possible to more realistically simulate the mechanical behavior and toppling trend of the rock stratum, which is crucial for predicting the stability of the slope and formulating corresponding measures; step S203 provides a means for quantitatively analyzing and predicting the stability of the slope; through the discrete element numerical calculation model, it is possible to simulate and analyze the mechanical response of the slope under different conditions, thereby evaluating its stability and providing a scientific basis for engineering design and safety assessment; at the same time, fine simulations of each rock stratum and its characteristics make the analysis results more accurate and reliable.

[0183] Furthermore, as Figure 8 shown, in the method for anchor plate reinforcement and deformation control of the toppling deformation body in this embodiment, the process of establishing the generalized geological model of the slope in step S201 specifically includes the following steps:

[0184] Step S2011: Collect geological data such as the topography and geomorphology, rock and soil types, genesis, shape, overburden thickness, and bedrock surface morphology and slope of the outlet slope of the flood discharge structure; obtain slope engineering geological survey data such as the plane layout, total height, bottom elevation, and top elevation of the slope.

[0185] Step S2012: Divide the slope into several sections according to the geological conditions and stability status of the slope. Each section should have at least one representative profile; select representative profiles that can reflect the main geological features of the slope and the location of potential slip surfaces.

[0186] Step S2013: Establish a generalized geological model of the slope based on information such as the type, origin, properties, weathering degree, occurrence, extension, closure degree, and filling status of the rock and soil masses, including the physical and mechanical properties of the rock and soil masses, the distribution characteristics of the rock mass structural planes, and their relationship with the free face.

[0187] Preferably, in step S2011 of this embodiment, by collecting geological data such as the topography and geomorphology, rock and soil types, origin, shape, overburden thickness, and the shape and slope of the bedrock surface of the slope at the outlet of the flood discharge structure, basic data is provided for the geological analysis and stability assessment of the slope; obtaining slope engineering geological survey data such as the plane layout, total height, bottom elevation, and top elevation of the slope helps to understand the overall shape and size of the slope and provides a basis for zoning and profile selection; in step S2012, dividing the slope into several sections according to the geological conditions and stability status of the slope helps to more precisely analyze the geological features and stability of each section; selecting representative profiles that can reflect the main geological features of the slope and the location of potential slip surfaces provides key information for geological modeling and stability calculation; in step S2013, a generalized geological model of the slope is established based on information such as the type, origin, properties, weathering degree, occurrence, extension, closure degree, and filling status of the rock and soil masses; considering the physical and mechanical properties of the rock and soil masses and the distribution characteristics of the rock mass structural planes comprehensively can more realistically reflect the geological structure and stability status of the slope.

[0188] In summary, step S2011 of this embodiment lays a data foundation for geological modeling and stability analysis, ensuring the accuracy and reliability of the analysis; by comprehensively collecting geological data, the geological background and potential risks of the slope can be better understood, providing a scientific basis for engineering design and construction; in step S2012, by zoning and selecting representative profiles, the stability of the slope can be more accurately evaluated, improving the pertinence and accuracy of the analysis; it helps to identify potential slip surfaces and unstable areas of the slope, providing a scientific basis for taking targeted reinforcement measures; step S2013 provides an important basic model for geological analysis and stability calculation, helping to more deeply understand the geological features and stability status of the slope; it can more intuitively display the geological structure and potential risks of the slope, providing a more intuitive and specific basis for engineering design and construction.

[0189] Furthermore, as Figure 9As shown in the figure, in the method for reinforcing and deforming control of the anchor plate for the toppling deformable body in this embodiment, the specific process of establishing the generalized geological model of the slope in step S300 includes the following steps:

[0190] Step S301: Use the Coulomb joint model to simulate the interaction between rock layer interfaces, and use the Mohr-Coulomb elastoplastic model to simulate the mechanical response of the rock layer;

[0191] Step S302: Conduct an initial in-situ stress simulation on the set typical section, and obtain the initial in-situ stress state of the slope through initial equilibrium calculation;

[0192] Step S303: Conduct initial in-situ stress simulation, un-reinforced excavation simulation, and reinforced excavation simulation on the section, and analyze the simulation results.

[0193] Among them, for the simulation of the rock layer interface and the mechanical response of the rock layer in step S301, the Coulomb joint model is used to simulate the interaction between rock layer interfaces, and its shear stress τ and normal stress σ n The relationship can be expressed by the following formula:

[0194]

[0195] In the formula: c j Represents the cohesion of the joint (MPa); φ j Represents the internal friction angle of the joint (°); σ n Represents the normal stress (MPa); C n Represents the normal stiffness of the joint; δ represents the displacement of the joint (m); δ max Represents the maximum allowable displacement of the joint (m);

[0196] For the mechanical response of the rock layer, the Mohr-Coulomb elastoplastic model is used, and its stress-strain relationship is:

[0197]

[0198] In the formula: σ ij Represents the stress tensor of the rock mass (MPa); D ijkl Represents the elastic stiffness tensor (GPa); ∈ kl Represents the strain tensor; Represents the plastic strain tensor; Represents the initial stress tensor (MPa);

[0199] In step S302 for the initial in-situ stress simulation of the slope, the initial in-situ stress state of the slope is obtained through initial equilibrium calculation, and its equilibrium equation can be expressed as:

[0200]

[0201] where: V represents the volume of the calculation domain (m 3 ); ρ represents the density of the rock mass (kg / m 3 ); g represents the gravitational acceleration vector (m / s 2 ).

[0202] For the analytical solution considering the in-situ stress distribution, it can be expressed by the following formula:

[0203]

[0204] where: σ represents the horizontal in-situ stress (MPa); σ v represents the vertical in-situ stress (MPa); K0 represents the lateral pressure coefficient; C1, C2 represent empirical parameters; z represents the depth (m);

[0205] Step S303 Excavation and reinforcement simulation. In the excavation simulation without reinforcement, the stress redistribution of the rock mass can be described by the following formula:

[0206]

[0207] where: σ i ′ j represents the stress tensor after redistribution (MPa); Δσ ij represents the stress increment tensor (MPa); E represents the excavation elastic modulus (GPa); E rock represents the elastic modulus of the rock mass (GPa); t represents the time (s);

[0208] In the excavation simulation with reinforcement, considering the effect of the reinforced body, its stress correction formula is:

[0209]

[0210] where: represents the stress tensor after reinforcement (MPa); represents the stress tensor of the reinforcement material (MPa); β represents the reinforcement influence coefficient. The above formulas comprehensively describe the mechanical calculation process involved in the establishment of the generalized geological model of the slope.

[0211] Preferably, in step S301 of this embodiment, the Coulomb joint model is used to simulate the interaction between rock strata interfaces, which can more accurately reflect the friction and shear behavior between rock strata; the Mohr-Coulomb elastoplastic model is used to simulate the mechanical response of rock strata, which can simulate the elastic and plastic deformations of rock strata during the stress process and possible failure modes; in step S302, the initial in-situ stress of the set typical profile is simulated, and the stress state of the slope without external interference can be obtained; through the initial equilibrium calculation, the stability and accuracy of the simulation results can be ensured; in step S303, the initial in-situ stress simulation, the un-reinforced excavation simulation and the reinforced excavation simulation of the profile are carried out, and the influence of excavation on the slope stability can be comprehensively evaluated; by analyzing the simulation results, the stress, deformation and failure modes of the slope during the excavation process and the effectiveness of the reinforcement measures can be revealed.

[0212] In summary, step S301 of this embodiment improves the accuracy and reliability of the simulation, which helps to more deeply understand the mechanical behavior and interaction mechanism of rock strata; it provides a more accurate physical basis for the in-situ stress simulation and excavation simulation; the initial in-situ stress state in step S302 is the basis for analysis and design, which is crucial for evaluating the stability and safety of the slope; the initial equilibrium calculation ensures the reliability of the simulation results and provides accurate initial conditions for the steps; step S303 helps engineers to formulate more reasonable excavation plans and reinforcement measures; by comparing the simulation results of un-reinforced and reinforced excavations, the improvement effect of the reinforcement measures on the slope stability can be evaluated, so as to optimize the design plan.

[0213] As Figure 10 shown, this embodiment also provides an embodiment of the anchor plate reinforcement and deformation control system for the toppling deformation body. In this embodiment, the anchor plate reinforcement and deformation control system for the toppling deformation body is applied to the anchor plate reinforcement and deformation control method for the toppling deformation body in the above-mentioned embodiment. The anchor plate reinforcement and deformation control system for the toppling deformation body specifically includes:

[0214] A stability analysis module 1, which is used to analyze and judge the instability mode by using stereographic projection, calculate the profile and sliding mode, stability analysis calculation parameters and control standards; calculate and analyze the non-flood rain and fog conditions, and conduct non-steady seepage analysis and anti-sliding stability analysis affected by flood rain and fog;

[0215] A slope generalized geological model module 2, which is used to select a typical profile to establish a slope generalized geological model according to the geological conditions of the flood discharge building outlet slope and the rock mass toppling characteristics; establish a typical profile slope generalized geological structure model according to the rock mass toppling characteristics and rock stratum thickness of the slope;

[0216] The result analysis module 3 is used to simulate the mechanical effects of rock strata using the Mohr-Coulomb elastoplastic model, calculate the parameter values, perform initial in-situ stress simulation, un-reinforced excavation simulation, and reinforced excavation simulation on the section, and analyze the simulation results.

[0217] Preferably, the stability analysis module 1 of this embodiment can intuitively analyze and judge the instability mode of the slope through the stereographic projection method, including possible slip surfaces and slip directions, providing a basis for stability analysis; by calculating the section and slip mode, the stability state of the slope can be determined, including key parameters such as the stability coefficient; at the same time, the safety of the slope is evaluated according to the control standard; performing unsteady seepage analysis and anti-slide stability analysis helps to comprehensively evaluate the safety of the slope under various conditions; the generalized geological model module 2 of the slope selects typical sections to establish a geological model according to the geological conditions and rock mass toppling characteristics of the spillway outlet slope, which can reflect the actual geological situation of the slope; combining the rock mass toppling characteristics and rock stratum thickness of the slope to establish a geological structure model helps to more deeply understand the internal structure characteristics of the slope; the result analysis module 3 can reflect the true mechanical behavior of the rock strata, including elastic deformation and plastic deformation; reasonable calculation parameter values can ensure the accuracy of the simulation results; through initial in-situ stress simulation, un-reinforced excavation simulation, and reinforced excavation simulation, the stability and safety of the slope under different working conditions can be evaluated; at the same time, the analysis of the simulation results helps to discover potential problems and propose corresponding solutions.

[0218] In summary, the stability analysis module 1 of this embodiment provides a scientific basis for the stability evaluation of the slope through theoretical analysis and calculation, helps to prevent the occurrence of slope instability accidents, and ensures project safety; the generalized geological model module 2 of the slope provides a basis for numerical simulation and analysis through the establishment of a geological model, helps to more accurately evaluate the stability and safety of the slope; the result analysis module 3 deeply evaluates the stability and safety of the slope through numerical simulation methods, helps to provide a scientific basis for the reinforcement design and construction of the slope, and ensures the safety and stability of the project; at the same time, the analysis of the simulation results also helps to optimize the design scheme and improve the economy of the project.

[0219] As Figure 11 shown, this embodiment provides an embodiment of an electronic device. In this embodiment, the electronic device 4 includes a processor 41 and a memory 42 coupled to the processor 41.

[0220] The memory 42 stores program instructions for implementing the anchor plate reinforcement and deformation control method for toppling deformation bodies in any of the above embodiments.

[0221] The processor 41 is used to execute the program instructions stored in the memory 42 to layout the anchor plate reinforcement and deformation control system for toppling deformation bodies.

[0222] Among them, the processor 41 can also be referred to as a CPU (Central Processing Unit). The processor 41 may be an integrated circuit chip with signal processing capabilities. The processor 41 can also be a general-purpose processor, a digital signal processor (DSP), an application-specific integrated circuit (ASIC), a field-programmable gate array (FPGA), or other programmable logic devices, discrete gate or transistor logic devices, discrete hardware components. The general-purpose processor can be a microprocessor or the processor can also be any conventional processor, etc.

[0223] Furthermore, Figure 12 As shown in the structural schematic diagram of the storage medium of an embodiment of the present application, the storage medium 5 of the embodiment of the present application stores program instructions 51 capable of implementing all the above methods. Among them, the program instructions 51 can be stored in the above storage medium in the form of a software product, including several instructions for causing a computer device (which can be a personal computer, a server, or a network device, etc.) or a processor to execute all or part of the steps of the methods described in various embodiments of the present application. The aforementioned storage medium includes: various media that can store program codes such as USB flash drives, external hard drives, read-only memories (ROM, Read-Only Memory), random access memories (RAM, Random Access Memory), magnetic disks, or optical discs, or terminal devices such as computers, servers, mobile phones, and tablets.

[0224] Furthermore, as Figure 13 shown, considering the self-weight of the slope, through the initial equilibrium calculation, the initial in-situ stress state of the slope was obtained. Figure 13 It is the contour map of the initial in-situ stress distribution of the slope of the CP4 section. In the figure, Stress represents stress, with the unit of MPa. Positive values represent tensile stress, and negative values represent compressive stress. Since the stress in UDEC is positive for tension and negative for compression, the maximum and minimum principal stresses in UDEC are exactly opposite to those in soil mechanics. It can be seen from the figure that in the initial state, there is a certain tensile stress on the surface of the slope (both the maximum and minimum principal stresses are positive values); the minimum principal stress of the slope is mainly around 2.0 MPa to 7.0 MPa, and the maximum value is 10.47 MPa; the maximum principal stress is mainly around 4.0 MPa to 12.0 MPa, and the maximum value is 20.96 MPa.

[0225] Figure 14It is the displacement vector nephogram during the slope excavation and reinforcement process of the CP4 section. In the figure, CableAxialforce represents the anchor cable anchoring force, and the unit is N. It can be seen from the figure that compared with the case without the reinforcement support scheme, after adopting the anchor cable plus shear-resistant tunnel reinforcement scheme, the excavation deformation is significantly reduced. Especially when the Fpd212-1 fault is exposed during the upper part of the slope excavation, due to the influence of the shear-resistant tunnel reinforcement, the shear slip deformation along the fault is significantly reduced, and the deformation is about 16.19 mm( Figure 14 of (c)), indicating that the shear-resistant tunnel reinforcement effect is obvious; in addition, after adopting the anchor cable plus shear-resistant tunnel reinforcement scheme, the maximum deformation after slope excavation is about 30.0 mm, which is significantly smaller than that without the reinforcement support scheme, indicating that the overall anchor cable plus shear-resistant tunnel reinforcement scheme has a good effect.

[0226] In several embodiments provided by the present invention, it should be understood that the disclosed systems, devices, and methods can be implemented in other ways. For example, the device embodiments described above are only illustrative. For example, the division of units is only a logical function division. In actual implementation, there can be other division methods. For example, multiple units or components can be combined or integrated into another system, or some features can be ignored or not executed. Another point is that the displayed or discussed coupling or direct coupling or communication connection between each other can be through some interfaces, and the indirect coupling or communication connection of devices or units can be in electrical, mechanical, or other forms.

[0227] In addition, each functional unit in various embodiments of the present invention can be integrated in a processing unit, or each unit can exist physically alone, or two or more units can be integrated in one unit. The above-mentioned integrated unit can be implemented in the form of hardware or in the form of a software functional unit. The above is only the implementation manner of the present invention, and it does not limit the patent scope of the present invention. Any equivalent structure or equivalent process transformation made by using the specification and drawings of the present invention, or directly or indirectly applied in other related technical fields, shall be equally included in the patent protection scope of the present invention.

[0228] The specific implementation manner of the invention has been described in detail above, but it is only an example, and the present invention is not limited to the specific implementation manner described above. For those skilled in the art, any equivalent modification or substitution of the invention is also within the scope of the present invention. Therefore, any equivalent transformation, modification, and improvement made without departing from the spirit and principle of the present invention should be covered by the scope of the present invention.

Claims

1. An anchor plate reinforcement and deformation control method for toppling deformable bodies, characterized in that The anchor plate reinforcement and deformation control method for the toppling deformable body includes: Analyze and judge the instability mode by stereographic projection, calculate the cross-section and sliding mode, stability analysis calculation parameters and control standards; calculate and analyze the non-flood rain and fog conditions, and conduct unsteady seepage analysis and anti-sliding stability analysis of the flood rain and fog influence; According to the geological conditions of the slope at the outlet of the flood discharge building and the rock mass toppling characteristics, select typical cross-sections to establish a generalized geological model of the slope; according to the rock mass toppling characteristics and rock layer thickness of the slope, establish a generalized geological structure model of the typical cross-section slope; Adopt the Mohr-Coulomb elastoplastic model to simulate the mechanical effect of the rock layer and determine the calculation parameter values; conduct initial in-situ stress simulation, excavation simulation without reinforcement and excavation simulation with reinforcement for the cross-section, and analyze the simulation results.

2. The method for anchor plate reinforcement and deformation control of the toppling deformable body according to claim 1, wherein Analyze and judge the instability mode by stereographic projection, including the following steps: Judge the instability mode according to the spatial position relationship between the occurrence of structural planes inside the rock mass and the occurrence of the free face. For different instability modes, adopt different stability analysis methods to conduct quantitative evaluation of stability analysis; Calculate the working conditions for stability analysis calculation, select typical calculation cross-sections for stability analysis, and classify the slope categories and levels of hydropower projects according to the specifications; Under natural conditions, calculate the results of the non-flood rain and fog conditions and analyze the results; adopt the unsteady seepage finite element analysis method to conduct seepage analysis of the engineering slope in the outlet area under different flood rain and fog conditions, obtain the seepage field inside the slope, and conduct anti-sliding stability analysis of the engineering slope in the outlet area.

3. The method for anchor plate reinforcement and deformation control of the toppling deformable body according to claim 2, characterized in that The process of conducting quantitative evaluation of stability analysis using different stability analysis methods includes the following steps: Excavate the slope at the outlet of the flood discharge building, with an excavation ratio of 1:0.5 to 1:0.75, set a berm every 15m, and the maximum excavation height reaches 315m, and construct a three-dimensional terrain fitting map of the excavated slope at the outlet of the flood discharge building; Judge the instability mode according to the spatial position relationship between the occurrence of structural planes inside the rock mass and the occurrence of the free face. For different instability modes, adopt different stability analysis methods to conduct quantitative evaluation of stability analysis; Find the possible sliding area and possible toppling area on the stereographic projection map. According to the search results and combined with the outcrop position of the positioning structural plane on the slope surface, judge the possible instability modes of the target slope.

4. The method for anchor plate reinforcement and deformation control of the toppling deformable body according to claim 2, wherein The process of calculating the working conditions for stability analysis calculation includes the following steps: For the natural slope before excavation, analyze the stability of the slope under natural conditions, rainfall and earthquake effects; for the engineering slope after excavation, analyze the stability of the slope under natural conditions, rainfall and flood rain and fog effects, and earthquake effects; Combined with the analysis results, select typical calculation cross-sections of the outlet slope and draw their geological cross-sections; check their stability conditions under different sliding modes; According to the geological recommended value table of the shear strength parameters of the rock mass and structural planes used in the stability analysis, the design specifications and the analysis results, classify the slope categories and levels of hydropower projects, and calculate their safety factors under persistent conditions, transient conditions and accidental conditions.

5. The method for anchor plate reinforcement and deformation control for toppling deformable body according to claim 2, characterized in that, The process of conducting anti-sliding stability analysis of the engineering slope in the outlet area includes the following steps: List the calculation diagrams under natural conditions, and list the results of the anti-sliding stability analysis of the natural slope at the outlet of the water discharge structure; list the results of the anti-sliding stability analysis of the excavation slope at the public test section of the outlet of the water discharge structure, and compare the calculation results before and after excavation; Adopt the non-steady seepage finite element analysis method to conduct seepage analysis on the engineering slope in the outlet area under different flood discharge and rain fog conditions, select typical profiles and establish corresponding seepage calculation models, and calculate the working conditions; Through the unit shape function interpolation method, obtain the pore water pressure distribution on the slip surface, and conduct analysis and calculation on the slope stability; determine the reinforcement treatment measures according to the anti-sliding stability analysis results of the slope at the outlet of the water discharge structure.

6. The method for anchor plate reinforcement and deformation control of the toppling deformable body according to claim 5, characterized in that The process of analyzing and calculating the slope stability includes the following steps: Use the vector method to judge the interpolation points of linear triangular elements. After finding the triangular element where the interpolation point is located, perform interpolation calculation to obtain the pore water pressure of the interpolation point; Among them, the specific discrimination process is: In the formula, are the normal vectors of three sub-triangles respectively. If the dot product of any two vectors is greater than 0, it indicates that they point in the same direction. Therefore, if or holds, it indicates that P is not inside the triangle; The interpolation function is: Where N i is the shape function of the three-node triangular element; u i is the pore water pressure value of each node of the triangular element; represents the pore water pressure value at the interpolation point j; the specific expression of the shape function is: In the formula, (x1, y1), (x2, y2), (x3, y3) are the coordinates of the unit nodes A, B, C respectively; (x, y) is the coordinate of the interpolation point; Use the vector method to judge the bilinear quadrilateral and other parameters, find the quadrilateral element where the interpolation point is located, and carry out interpolation calculation; Among them, the specific discrimination process is: In the formula, are the normal vectors of the four sub - triangles respectively; if the dot product of any two vectors is greater than 0, it indicates that they point in the same direction; therefore, if or or holds, it indicates that point P is not inside the quadrilateral; The interpolation function is: where N i is the shape function of the four-node quadrilateral element; u i is the pore water pressure value at each node of the element; represents the pore water pressure value at the interpolation point j; the specific expression of the shape function is: In the formula, ξ, η are the coordinates of the parent element corresponding to the interpolation point P(x, y). According to the properties of the shape function, there are: x = N1x1 + N2x2 + N3x3 + N4x4 y = N1y1 + N2y2 + N3y3 + N4y4 The inverse transformation relationship formula of the shape function is: a1 = 4x - (x1 + x2 + x3 + x4) a2 = -x1 + x2 + x3 - x4 a3 = -x1 - x2 + x3 + x4 a4 = x1 - x2 + x3 - x4 b1 = 4y - (y1 + y2 + y3 + y4) b2 = -y1 + y2 + y3 - y4 b3 = -y1 - y2 + y3 + y4 b4 = y1 - y2 + y3 - y4 Then there are: (a2b3 - a3b2)η 2 +(a3b4 - a1b2 + a2b1 - a4b3)η + a1b4 - a4b1 = 0 According to the anti-sliding stability analysis results of the slope at the outlet of the water discharge structure, carry out an analysis on the influence of the reinforcement treatment measures on the slope stability, and put forward the recommended support suggestions.

7. The method for anchor plate reinforcement and deformation control of the toppling deformable body according to claim 1, characterized in that The process of establishing a generalized geological structure model for the slope of the typical profile includes the following steps: According to the geological conditions and rock mass toppling characteristics of the slope at the outlet of the flood discharge structure, select a typical profile and establish a generalized geological model of the slope; According to the rock mass toppling characteristics and rock layer thickness of the slope, scale the single-layer thickness of each rock layer to establish a generalized geological structure model of the slope of the typical profile; According to the generalized geological model of the outlet slope and the rock layer material zoning, establish a discrete element numerical calculation model, and use relay elements to simulate the mechanical response of the rock layer interface. Each rock layer is simulated by solid elements, and the stratification of each rock layer, the rock mass weathering zoning, the unloading zoning and its excavation surface are finely simulated.

8. The method for anchor plate reinforcement and deformation control of toppling deformable body according to claim 7, characterized in that The process of establishing a generalized geological model of the slope includes the following steps: Collect topographic and geomorphic, rock and soil type, genesis, shape, overburden thickness, and bedrock surface morphology and slope geological data at the outlet slope of the flood discharge structure; obtain slope engineering geological mapping data including the plan layout, total height, bottom elevation, and top elevation of the slope. According to the geological conditions and stability status of the slope, divide the slope into several sections, with at least one representative profile in each section; select representative profiles that can reflect the main geological characteristics of the slope and the location of potential slip surfaces. Based on information such as the type, genesis, properties, weathering degree, occurrence, extension, closure degree, and filling status of rock and soil masses, establish a generalized geological model of the slope that includes the physical and mechanical properties of rock and soil masses, the distribution characteristics of rock mass structural planes, and their relationship with the free face.

9. The method for anchor plate reinforcement and deformation control of toppling deformable body according to claim 1, characterized in that, The process of establishing a generalized geological model of the slope includes the following steps: Use the Coulomb joint model to simulate the interaction between rock layer interfaces and the Mohr-Coulomb elastoplastic model to simulate the mechanical response of rock layers. Conduct an initial in-situ stress simulation on the set typical profile, and obtain the initial in-situ stress state of the slope through initial equilibrium calculations. Conduct an initial in-situ stress simulation, un-reinforced excavation simulation, and reinforced excavation simulation on the profile, and analyze the simulation results.

10. An anchor plate reinforcement and deformation control system for toppling deformable bodies, which is applied to the anchor plate reinforcement and deformation control method for toppling deformable bodies as described in any one of claims 1 to 9, and is characterized in that, The anchor plate reinforcement and deformation control system for the toppling deformation body includes: A stability analysis module for analyzing and judging the instability mode using stereographic projection, calculating the profile and sliding mode, stability analysis calculation parameters, and control standards; calculating and analyzing non-flood discharge rain and fog conditions, and conducting non-steady seepage analysis and anti-slide stability analysis affected by flood discharge rain and fog. A generalized geological model module of the slope for selecting typical profiles to establish a generalized geological model of the slope according to the geological conditions and rock mass toppling characteristics of the outlet slope of the flood discharge structure; establishing a generalized geological structure model of the typical profile slope according to the rock mass toppling characteristics and rock layer thickness of the slope. A result analysis module for simulating the mechanical effects of rock layers using the Mohr-Coulomb elastoplastic model and determining the parameter values; conducting an initial in-situ stress simulation, un-reinforced excavation simulation, and reinforced excavation simulation on the profile, and analyzing the simulation results.

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