Tunnel retaining structure earth pressure analysis method, device, equipment and storage medium

Abstract

The application relates to the technical field of tunnel design, and discloses a tunnel soil retaining structure soil pressure analysis method, device, equipment and storage medium. The method comprises the following steps: determining a failure angle of a tunnel soil retaining structure and a value range of the failure angle; setting a preset zebra optimization algorithm according to the failure angle and the value range, setting population parameters and an adaptability function of the preset zebra optimization algorithm; initializing each zebra position of the preset zebra optimization algorithm, and determining a target active soil pressure and a failure angle corresponding to the target active soil pressure according to the adaptability function; discretizing the soil retaining structure into a plurality of micro segments based on a preset step distance and determining the active soil pressure in the micro segments; and determining the position of an equivalent action point of the target active soil pressure based on a torque equivalence principle. In the application, the preset zebra optimization algorithm is used to automatically search, calculate and distinguish the failure angle and the target active soil pressure, and the application can adapt to complex slope surfaces and load conditions. The calculation after the soil retaining structure is discretized into micro segments can improve the calculation accuracy of the soil pressure.

Description

Technical Field

[0001] This invention relates to the field of tunnel design technology, and in particular to a method, apparatus, equipment and storage medium for analyzing earth pressure on tunnel retaining structures. Background Technology

[0002] In the construction of railway mountain tunnel portal projects, a large number of natural and artificial slopes are often involved. To ensure the safety and stability of the slopes during tunnel construction and operation, retaining walls, wing walls, and other retaining structures are widely used for the reinforcement and treatment of portal slopes. The main force borne by retaining walls and wing walls comes from the lateral earth pressure of the backfill behind them; therefore, their design and calculation both require the solution of earth pressure as a prerequisite.

[0003] Currently, the main methods for determining earth pressure on retaining structures and its location include theoretical derivation and numerical analysis. Theoretical derivation requires the assumption that the retaining wall back is vertically smooth and the backfill behind it is horizontal, limiting its application. Furthermore, the construction environment of mountain tunnels is highly variable; when the actual engineering conditions exceed existing criteria, recalculation is required, reducing design efficiency. With the advancement of computer technology, numerical analysis methods for geotechnical engineering have also developed rapidly. However, the preprocessing of numerical analysis methods is relatively complex, and the model reusability is low, which also raises the barrier to application and promotion to some extent.

[0004] The above content is only used to help understand the technical solution of the present invention and does not represent an admission that the above content is prior art. Summary of the Invention

[0005] The main objective of this invention is to provide a method, apparatus, equipment, and storage medium for earth pressure analysis of tunnel retaining structures, aiming to solve the technical problems that existing earth pressure analysis and calculation methods are difficult to adapt to the complex and ever-changing construction environment of mountain tunnels, and have low calculation efficiency, slow speed, and low accuracy.

[0006] To achieve the above objectives, the present invention provides a method for analyzing earth pressure on tunnel retaining structures, comprising:

[0007] Determine the failure angle of the tunnel retaining structure and the range of values ​​for the failure angle;

[0008] The population parameters and fitness function of the preset zebra optimization algorithm are set according to the destruction angle and the value range;

[0009] The positions of each zebra in the preset zebra optimization algorithm are initialized according to the population parameters, and the target active earth pressure and the failure angle corresponding to the target active earth pressure are determined according to the fitness function.

[0010] The retaining structure is discretized into multiple micro-segments based on a preset step distance, and the active earth pressure within each micro-segment is determined.

[0011] Based on the principle of torque equivalence, the location of the equivalent point of action of the target active earth pressure is determined according to the target active earth pressure and the active earth pressure within the micro-segment.

[0012] In some embodiments, determining the failure angle of the tunnel retaining structure and the range of values ​​for the failure angle includes:

[0013] Determine the retaining wall heel of the tunnel and establish a coordinate system with the retaining wall heel as the origin;

[0014] Connect the origin to the top of the wall back and the end of the slope line of the retaining structure respectively, and determine the failure angle starting from the wall heel and the range of the failure angle; wherein, the failure angle is the angle between the soil rupture surface and the horizontal plane.

[0015] In some embodiments, setting the population parameters and fitness function of the preset zebra optimization algorithm according to the destruction angle and its value range includes:

[0016] The search variables and search space of the preset zebra optimization algorithm are set according to the destruction angle and the value range;

[0017] The population parameters of the preset zebra optimization algorithm are set according to the search variables and the search space;

[0018] The soil fracture surface, starting from the heel of the retaining structure of the tunnel, is determined.

[0019] Based on the wall back and slope line of the retaining structure and the soil fracture surface, a wedge-shaped slider is obtained corresponding to each failure angle.

[0020] The active earth pressure exerted by the wedge-shaped slider on the retaining structure is determined according to the general formula of Coulomb earth pressure.

[0021] The fitness function of the preset zebra optimization algorithm is obtained based on the failure angle and the active earth pressure.

[0022] In some embodiments, the step of initializing the zebra positions of the preset zebra optimization algorithm according to the population parameters, and determining the target active earth pressure and the zebra individual corresponding to the target active earth pressure according to the fitness function, includes:

[0023] Zebra individuals are generated based on the population size in the population parameters and the search space, and each zebra individual is assigned a random position within the search space.

[0024] The fitness value of the random location of the zebra individual is determined according to the fitness function; wherein the fitness value is the active earth pressure.

[0025] The global maximum active earth pressure is determined based on the maximum fitness value, and the zebra individual corresponding to the global maximum active earth pressure is determined; wherein, the global maximum active earth pressure is the target active earth pressure.

[0026] In some embodiments, after determining the target active earth pressure and the zebra individual corresponding to the target active earth pressure according to the fitness function, the method further includes:

[0027] The positions of each zebra individual are updated according to the foraging rules and defense behavior rules of the preset zebra optimization algorithm;

[0028] Determine if the number of updates meets the preset number of iterations;

[0029] When the number of updates satisfies the preset number of iterations, the global optimal position of the fitness value is obtained;

[0030] The updated target active earth pressure and the zebra individual corresponding to the target active earth pressure are determined based on the global optimal position.

[0031] In some embodiments, discretizing the retaining structure into multiple micro-segments based on a preset step distance and determining the active earth pressure within the micro-segments includes:

[0032] Starting from the top back of the retaining structure, move along the back of the retaining structure;

[0033] The segmentation points of the retaining structure are determined based on a preset step distance;

[0034] The retaining structure is horizontally divided based on the segmentation points to discretize the retaining structure into multiple micro-segments of equal height.

[0035] Force balance analysis is performed on each of the micro-segments to obtain the horizontal shear force within each micro-segment;

[0036] The active earth pressure within the micro-segment is determined based on the horizontal shear force.

[0037] In some embodiments, determining the location of the equivalent point of application of the target active earth pressure based on the principle of torque equivalence, according to the target active earth pressure and the active earth pressure within the micro-segment, includes:

[0038] Determine the moment of the active earth pressure within the micro-segment to the wall heel of the retaining structure and sum the moments to obtain the target moment;

[0039] The target active earth pressure is taken as the equivalent force of the active earth pressure within the micro-segment;

[0040] The location of the equivalent point of action of the target active earth pressure is determined based on the principle of torque equivalence and the target torque; wherein the target active earth pressure is equal to the torque of the active earth pressure in the micro-segment about the wall heel.

[0041] Furthermore, to achieve the above objectives, the present invention also proposes a device for analyzing earth pressure on tunnel retaining structures, comprising:

[0042] The search domain determination module is used to determine the failure angle of the tunnel retaining structure and the range of values ​​for the failure angle;

[0043] The algorithm initialization module is used to set the population parameters and fitness function of the preset zebra optimization algorithm according to the destruction angle and the value range;

[0044] The pressure value calculation module is used to initialize the positions of each zebra in the preset zebra optimization algorithm according to the population parameters, and to determine the target active earth pressure and the failure angle corresponding to the target active earth pressure according to the fitness function.

[0045] The retaining wall discretization module is used to discretize the retaining structure into multiple micro-segments based on a preset step distance, and to determine the active earth pressure within the micro-segments.

[0046] The point of application calculation module is used to determine the location of the equivalent point of application of the target active earth pressure based on the torque equivalence principle, according to the target active earth pressure and the active earth pressure within the micro-segment.

[0047] Furthermore, to achieve the above objectives, the present invention also proposes a tunnel retaining structure earth pressure analysis device, which includes: a memory, a processor, and a tunnel retaining structure earth pressure analysis program stored in the memory and executable on the processor. The tunnel retaining structure earth pressure analysis program is configured to implement the tunnel retaining structure earth pressure analysis method described above.

[0048] Furthermore, to achieve the above objectives, the present invention also proposes a storage medium storing a tunnel retaining structure earth pressure analysis program, which is used to enable a processor to implement the tunnel retaining structure earth pressure analysis method as described above when executed.

[0049] This invention determines the failure angle and its range for the tunnel retaining structure; sets the population parameters and fitness function of a preset zebra optimization algorithm based on the failure angle and its range; initializes the zebra positions of the preset zebra optimization algorithm based on the population parameters, and determines the target active earth pressure and the corresponding failure angle based on the fitness function; discretizes the retaining structure into multiple micro-segments based on a preset step distance, and determines the active earth pressure within each micro-segment; and determines the position of the equivalent point of application of the target active earth pressure based on the torque equivalence principle, according to the target active earth pressure and the active earth pressure within each micro-segment. In this invention, the metaheuristic intelligent optimization algorithm, namely the preset zebra optimization algorithm, automatically searches, calculates, and discriminates the failure angle and target active earth pressure, enabling it to adapt to complex slopes and load conditions, and solving the problem of difficult theoretical solution derivation and limited applicability due to slope undulations. Furthermore, by discretizing the retaining structure into micro-segments and calculating the earth pressure on it, and then using the principle of moment equivalence to determine the point of application of the active earth pressure, the problem of difficulty in determining the distribution form and point of application of the active earth pressure under complex conditions is solved. This improves the accuracy of earth pressure calculation and solves the technical problems that existing earth pressure analysis and calculation methods are difficult to adapt to the complex and ever-changing mountain tunnel construction environment, and have low calculation efficiency, slow speed and low accuracy. Attached Figure Description

[0050] Figure 1 This is a schematic diagram of the tunnel retaining structure earth pressure analysis equipment in the hardware operating environment of the embodiment of the present invention;

[0051] Figure 2 This is a flowchart illustrating the first embodiment of the earth pressure analysis method for tunnel retaining structures according to the present invention.

[0052] Figure 3 This is a technical roadmap for implementing the earth pressure analysis method for tunnel retaining structures according to the present invention;

[0053] Figure 4 This is a schematic diagram illustrating the search space for determining the failure angle θ in the earth pressure analysis method for tunnel retaining structures of the present invention.

[0054] Figure 5 This is a schematic diagram illustrating the method for analyzing earth pressure on tunnel retaining structures in this invention, which uses the wall back, rupture surface, and slope line to determine the wedge-shaped slider and perform stress analysis.

[0055] Figure 6 This is a schematic diagram of the earth pressure analysis method for tunnel retaining structures of the present invention, in which the retaining wall is discretized into micro segments along the back of the wall according to a preset step distance;

[0056] Figure 7 This is a schematic diagram of the coordinate system and the range of failure angle values ​​in an engineering example of a gravity retaining wall according to an embodiment of the present invention;

[0057] Figure 8 This is a schematic diagram illustrating the self-weight of the slider and its active earth pressure on the retaining wall in an engineering example of a gravity retaining wall according to an embodiment of the present invention.

[0058] Figure 9 This is an example of the convergence of zebra positions within a population with the number of iterations in an engineering example involving a gravity retaining wall according to an embodiment of the present invention.

[0059] Figure 10 This is a schematic diagram illustrating the calculation of horizontal shear force and earth pressure within a micro-segment in an engineering example of a gravity retaining wall according to an embodiment of the present invention.

[0060] Figure 11 This is a flowchart illustrating the second embodiment of the earth pressure analysis method for tunnel retaining structures according to the present invention.

[0061] Figure 12 This invention provides a static stress analysis of a micro-segment of a retaining wall under static conditions in the earth pressure analysis method for tunnel retaining structures.

[0062] Figure 13 This invention provides a force balance analysis of the retaining wall portion above the kth micro-segment in the earth pressure analysis method for tunnel retaining structures.

[0063] Figure 14 This is a structural block diagram of the first embodiment of the earth pressure analysis device for tunnel retaining structures of the present invention.

[0064] The realization of the objective, functional features and advantages of the present invention will be further explained in conjunction with the embodiments and with reference to the accompanying drawings. Detailed Implementation

[0065] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only a part of the embodiments of the present invention, and not 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 effort are within the scope of protection of the present invention.

[0066] It should be noted that all directional indications (such as up, down, left, right, front, back, etc.) in the embodiments of the present invention are only used to explain the relative positional relationship and movement of each component in a certain specific posture (as shown in the figure). If the specific posture changes, the directional indication will also change accordingly.

[0067] Furthermore, the use of terms such as "first" and "second" in this invention is for descriptive purposes only and should not be construed as indicating or implying their relative importance or implicitly specifying the number of technical features indicated. Therefore, a feature defined with "first" or "second" may explicitly or implicitly include at least one of that feature. Additionally, the technical solutions of the various embodiments can be combined with each other, but only on the basis of being achievable by those skilled in the art. If the combination of technical solutions is contradictory or impossible to implement, it should be considered that such a combination of technical solutions does not exist and is not within the scope of protection claimed by this invention. It should be understood that the specific embodiments described herein are only for explaining the invention and are not intended to limit the invention.

[0068] Reference Figure 1 , Figure 1 This is a schematic diagram of the earth pressure analysis equipment for the tunnel retaining structure in the hardware operating environment of the embodiment of the present invention.

[0069] like Figure 1 As shown, the earth pressure analysis device for the tunnel retaining structure may include: a processor 1001, such as a central processing unit (CPU), a communication bus 1002, a user interface 1003, a network interface 1004, and a memory 1005. The communication bus 1002 is used to enable communication between these components. The user interface 1003 may include a display screen or an input unit such as a keyboard; optionally, the user interface 1003 may also include a standard wired interface or a wireless interface. The network interface 1004 may optionally include a standard wired interface or a wireless interface (such as a Wireless-Fidelity (Wi-Fi) interface). The memory 1005 may be high-speed random access memory (RAM) or stable non-volatile memory (NVM), such as a disk drive. The memory 1005 may also optionally be a storage device independent of the aforementioned processor 1001.

[0070] Those skilled in the art will understand that Figure 1 The structure shown does not constitute a limitation on the earth pressure analysis equipment for tunnel retaining structures, and may include more or fewer components than shown, or combine certain components, or have different component arrangements.

[0071] like Figure 1 As shown, the memory 1005, which serves as a storage medium, may include an operating system, a network communication module, a user interface module, and a tunnel retaining structure earth pressure analysis program.

[0072] exist Figure 1 In the tunnel retaining structure earth pressure analysis device shown, the network interface 1004 is mainly used for data communication with the network server; the user interface 1003 is mainly used for data interaction with the user; the processor 1001 and memory 1005 in the tunnel retaining structure earth pressure analysis device of the present invention can be set in the tunnel retaining structure earth pressure analysis device. The tunnel retaining structure earth pressure analysis device calls the tunnel retaining structure earth pressure analysis program stored in the memory 1005 through the processor 1001 and executes the tunnel retaining structure earth pressure analysis method provided in the embodiment of the present invention.

[0073] Currently, the main methods for determining earth pressure on retaining structures and its location include theoretical derivation and numerical analysis. Theoretical derivation utilizes Rankine's theory and Coulomb's theory, combined with factors such as the wall back form, slope shape, external loads, and backfill properties. However, Rankine's theory assumes a vertically smooth retaining wall back and horizontal backfill, limiting its application. Coulomb's theory, on the other hand, assumes a fracture surface through the wall heel and treats the wedge-shaped sliding body between the wall back and the fracture surface as a rigid body, thus having a wider range of applications. Therefore, many experts and scholars have derived and extended the Coulomb earth pressure calculation formulas for various slope and load conditions for direct use by engineers. However, the construction environment of mountain tunnels is highly variable. When the actual engineering conditions exceed existing conditions, recalculation is required, reducing design efficiency.

[0074] Furthermore, with the rapid development of computer technology, numerical analysis methods for geotechnical engineering have also advanced rapidly. This method can model according to actual working conditions and fully consider the physical and mechanical properties of soil and rock when dealing with heterogeneous, nonlinear, and complex boundary slopes, achieving high computational accuracy. However, the preprocessing of numerical analysis methods is relatively complex, and the model reusability is low, which to some extent raises the barrier to application and promotion.

[0075] The current methods for calculating earth pressure analysis face several challenges: First, poor applicability to complex slopes and external loads: Current Coulomb theory derivation methods rely on establishing and differentiating the functional relationship between the area of ​​the wedge-shaped slider and the failure angle when determining the soil failure surface. Therefore, when there are irregular undulations in the soil slope behind the wall and external loads, establishing and solving this functional relationship becomes significantly more difficult, increasing design time costs. Second, discrepancies between calculated and actual earth pressure application points: The earth pressure application point is influenced by its distribution pattern behind the wall. Most formulas based on Coulomb theory treat the earth pressure behind the wall as a linear distribution, simply setting the earth pressure application point at 2H / 3 from the top of the wall. However, research shows that the earth pressure acting on a retaining wall is non-linearly distributed, causing a discrepancy between the calculated earth pressure application point and the actual situation. Third, low computational efficiency: Currently, calculating retaining wall pressure using numerical analysis methods requires modeling and analysis for specific working conditions. When design parameters or target items change for the same project, the model needs to be rebuilt. Its low reusability and lack of general solutions result in low computational efficiency in design, failing to meet the requirements of wide applicability and fast computation speed.

[0076] In view of the above problems, the present invention proposes a method, apparatus, equipment and storage medium for earth pressure analysis of tunnel retaining structures.

[0077] This invention provides a method for analyzing earth pressure on tunnel retaining structures, referring to... Figure 2 , Figure 2 This is a flowchart illustrating the first embodiment of the earth pressure analysis method for tunnel retaining structures according to the present invention.

[0078] like Figure 2 As shown, the method for analyzing earth pressure on tunnel retaining structures includes:

[0079] Step S100: Determine the failure angle of the tunnel retaining structure and the range of values ​​for the failure angle;

[0080] Step S200: Set the population parameters and fitness function of the preset zebra optimization algorithm according to the destruction angle and value range;

[0081] Step S300: Initialize the zebra positions of the preset zebra optimization algorithm according to the population parameters, and determine the target active earth pressure and the failure angle corresponding to the target active earth pressure according to the fitness function;

[0082] Step S400: Discretize the retaining structure into multiple micro-segments based on a preset step distance, and determine the active earth pressure within each micro-segment;

[0083] Step S500: Based on the principle of torque equivalence, determine the location of the equivalent point of action of the target active earth pressure according to the target active earth pressure and the active earth pressure in the micro-segment.

[0084] It should be noted that the executing entity in this embodiment can be a tunnel retaining structure earth pressure analysis device. This tunnel retaining structure earth pressure analysis device can be a computer device with data processing function, or other devices that can achieve the same or similar functions. This embodiment does not limit this. In this embodiment, a computer device is used as an example for explanation.

[0085] For example, this embodiment is used for calculating earth pressure on tunnel retaining structures, specifically applicable to the structural design of retaining walls and portal wing walls at the entrance of mining tunnels in railway engineering. The tunnel retaining structures include, but are not limited to, tunnel entrance retaining walls and wing walls. This embodiment uses a tunnel retaining wall as an example for illustration.

[0086] It is understandable that, such as Figure 3 As shown, this embodiment uses a metaheuristic intelligent algorithm and moment equivalence to solve for active earth pressure and its point of application, which avoids the limitations of complex slopes and load conditions, effectively improving the efficiency and accuracy of earth pressure calculation. In this embodiment, the Zebra optimization algorithm is used as an example of the metaheuristic intelligent algorithm. This embodiment does not limit the specific metaheuristic intelligent algorithm used.

[0087] In one embodiment, determining the failure angle of the tunnel retaining structure and the range of values ​​for the failure angle includes: determining the wall heel of the tunnel retaining structure and establishing a coordinate system with the wall heel as the origin; connecting the origin to the top of the wall back of the retaining structure and the end point of the slope line respectively, and determining the failure angle starting from the wall heel and the range of values ​​for the failure angle.

[0088] Specifically, taking the preset zebra optimization algorithm as an example, we will determine the search variables and search space of the preset zebra optimization algorithm: such as Figure 4 As shown, α is the angle between the back of the retaining wall and the vertical direction. A coordinate system is established with the heel of the retaining wall as the origin. The origin is connected to the vertex of the back of the wall and the endpoint of the slope line, respectively. The angle θ between the soil fracture surface (starting from the heel) and the horizontal plane is determined. The horizontal angle θ is the failure angle, and the range of the failure angle is (θ...). min θ max In one example, the destruction angle θ is used as the search variable of the preset zebra optimization algorithm, and the range of values ​​for the destruction angle θ is used as the search space of the preset zebra optimization algorithm.

[0089] In one embodiment, setting the population parameters and fitness function of a preset zebra optimization algorithm based on the failure angle and its range includes: setting the search variables and search space of the preset zebra optimization algorithm based on the failure angle and its range; setting the population parameters of the preset zebra optimization algorithm based on the search variables and search space; determining the soil rupture surface starting from the wall heel of the tunnel's retaining structure; obtaining a wedge-shaped slider corresponding to each failure angle based on the wall back, slope line, and soil rupture surface of the retaining structure; determining the active earth pressure exerted by the wedge-shaped slider on the retaining structure according to the general formula for Coulomb earth pressure; and obtaining the fitness function of the preset zebra optimization algorithm based on the failure angle and the active earth pressure.

[0090] Understandably, the specific parameter settings for the pre-defined zebra optimization algorithm are as follows: In the zebra optimization algorithm, the position of a zebra in the search space represents a set of solutions. Therefore, the main parameters of the pre-defined zebra optimization algorithm include population size, search variable dimension, search space, maximum number of iterations, and fitness function. Among them, population size is the number of sets of solutions searched in each iteration, search variable dimension is the number of variables in a set of solutions, search space is the range of values ​​of the variables to be solved, and fitness function is the standard used to evaluate the quality of the zebra's position.

[0091] For example, for each failure angle, a failure surface and a wedge-shaped slider corresponding to the failure angle can be drawn from the starting point of the soil failure surface. Then, the active earth pressure of the wedge-shaped slider on the retaining wall can be calculated according to the general formula of Coulomb earth pressure. The relationship between this active earth pressure and the failure angle is used as the fitness function of the preset zebra optimization algorithm.

[0092] For example, the steps of establishing the fitness function include: determining the fracture surface and wedge-shaped slider corresponding to the failure angle θ. Specifically, as... Figure 5 As shown, a ray is drawn through the wall heel, and the angle between this ray and the horizontal plane is the selected failure angle θ. The portion from the wall heel to the intersection of the ray and the slope line is the fracture surface determined by the selected failure angle θ. A wedge-shaped slider is enclosed by the wall back, the slope line, and the fracture surface. Calculation of the area of ​​the wedge-shaped slider on complex slopes: The vertices of the wedge-shaped slider are sorted clockwise into a coordinate set {A1(x1,y1)}.

[0093] Using the Shoelace Theorem, we can solve for the area and weight of the slider according to Equation 2: A2(x2,y2)…An(xn,yn)}

[0094] G = γ × S (Equation 1)

[0095]

[0096] Where G is the self-weight of the retaining wall, γ is the unit weight of the retaining wall material, and S is the area of ​​the wedge-shaped slider.

[0097] Specifically, active earth pressure calculation: such as Figure 5 As shown, the forces acting on the wedge-shaped slider mainly include the slider's own weight G, the retaining wall reaction force Ea', the soil reaction force R below the fracture surface, and the external load q. From the force equilibrium condition in the vertical direction, the magnitude of the active earth pressure can be obtained as:

[0098]

[0099] In Equation 3, Ea is the magnitude of the active earth pressure exerted by the wedge-shaped slider on the retaining wall, L is the length of the external load acting on the wedge-shaped slider, θ is the currently selected failure angle, and α is the angle between the back of the retaining wall and the vertical direction. δ is the combined internal friction angle of the backfill soil behind the wall, and δ is the friction angle between the slider and the back of the wall.

[0100] In one embodiment, initializing the zebra positions of the preset zebra optimization algorithm according to the population parameters, and determining the target active earth pressure and the zebra individuals corresponding to the target active earth pressure according to the fitness function, includes: generating zebra individuals according to the population size and search space in the population parameters, and assigning random positions to the zebra individuals in the search space; determining the fitness value of the random positions of the zebra individuals according to the fitness function; wherein the fitness value is the active earth pressure; determining the global maximum active earth pressure according to the maximum value of the fitness value, and determining the zebra individuals corresponding to the global maximum active earth pressure; wherein the global maximum active earth pressure is the target active earth pressure.

[0101] For example, the position (i.e., the destruction angle θ) of each zebra is randomly initialized, and the fitness value (i.e., active earth pressure) of all zebra positions is calculated according to the fitness function to determine the global maximum active earth pressure and its corresponding zebra individual. The positions of each zebra in the population are then updated according to the "foraging" and "defense" behavior rules of the preset zebra optimization algorithm.

[0102] Specifically, the initialization of zebra positions within the population involves generating individual zebras based on the set population size and search range, assigning each zebra a random position within the search range. The fitness value of each zebra position is then calculated to determine the global optimal position: based on the zebra positions and the defined fitness function, the fitness value of all zebras in the population for this iteration is calculated (i.e., the corresponding active earth pressure is calculated for each failure angle θ within the population). The zebra position corresponding to the maximum fitness value is taken as the current global optimal position, thus obtaining the global maximum active earth pressure.

[0103] It should be noted that the Zebra Optimization Algorithm (ZOA) consists of two phases: Phase 1 focuses on foraging behavior. In the first phase, the population members are updated based on the simulated behavior of zebras searching for food. In ZOA, the best member of the population is considered the lead zebra, which guides other population members to their positions in the search space. Phase 2 focuses on predator defense behavior. In the second phase, the defensive strategies of zebras against predator attacks are simulated to update the positions of ZOA population members in the search space. The defense strategies of zebras vary depending on the predator. In the design of ZOA, it is assumed that one of the following two conditions occurs with equal probability: (1) a lion attacks a zebra, so the zebra chooses an escape strategy; (2) another predator attacks a zebra, and the zebra chooses an attack strategy. In strategy (1), when a zebra is attacked by a lion, the zebra flees the lion's attack from the vicinity of its location. In strategy (2), when other predators attack one of the zebras, the other zebras in the herd move toward the attacked zebra and attempt to frighten and confuse the predator by creating defensive structures. When updating the zebra's position, the new position is accepted if it has a better value for the objective function.

[0104] In this embodiment, the positions of each zebra in the population are updated by pre-setting the "foraging" and "defense" behavior rules of the zebra optimization algorithm. Specifically, the zebra position update is performed in two steps according to the "foraging" and "defense" rules of the zebra optimization algorithm. Taking the determination of the new position of the i-th zebra in the population as an example, the new position is first calculated according to the zebra's "foraging" behavior, and then it is determined whether to move to that position.

[0105]

[0106]

[0107] In Equation 4, X i Let P be the current position of the i-th zebra, PZ be the global optimal position, I be a random number between [1, 2] considering direction uncertainty, r be a random number between [0, 1] considering distance uncertainty, and X be a random number between [0, 1]. i new,P1 The new location is calculated using the foraging update formula. In Equation 5, F... i new,P1 For the new location X i new,P1 The fitness value on X i P1 This shows the zebra's new location after moving to forage. The rule for deciding whether to move is: if the fitness value of the new location is better than the original location, the zebra moves to the new location; otherwise, the zebra stays in the original location.

[0108] Similarly, the new position is calculated based on the "defense" behavior, and it is then determined whether to move:

[0109]

[0110]

[0111] In Equation 6, P S A random number between [0, 1] is used to select the zebra's defense mode and the corresponding position update formula. R is a constant of 0.01, t is the current iteration number, T is the set maximum iteration number, AZ is the position of the attacked zebra, and X... i new,P2 This is the new position calculated using the defense update formula. In Equation 7, F i new,P2 X represents the fitness value at the new location. i P2 The zebra's position was determined after the defense moved.

[0112] In one embodiment, after determining the target active earth pressure and the zebra individual corresponding to the target active earth pressure according to the fitness function, the method further includes: updating the position of each zebra individual according to the foraging rules and defense behavior rules of the preset zebra optimization algorithm; determining whether the number of updates meets the preset number of iterations; when the number of updates meets the preset number of iterations, obtaining the global optimal position of the fitness value; and determining the updated target active earth pressure and the zebra individual corresponding to the target active earth pressure according to the global optimal position.

[0113] Specifically, the preset zebra optimization algorithm is optimized to iteratively search for the maximum active earth pressure and the corresponding failure angle. The fitness value calculation and position update process in step S300 is repeated until the number of iterations reaches the upper limit, i.e., the maximum number of iterations. At this time, the global maximum active earth pressure found by the iterative search is the maximum active earth pressure on the retaining wall, and the corresponding zebra position is the most dangerous failure angle found.

[0114] In one embodiment, the step of discretizing the retaining structure into multiple micro-segments based on a preset step distance and determining the active earth pressure within the micro-segments includes: moving along the back of the retaining structure, starting from the top back of the retaining structure; determining the segmentation point of the retaining structure based on the preset step distance; horizontally dividing the retaining structure based on the segmentation point to discretize the retaining structure into multiple micro-segments of equal height; performing a force balance analysis on each micro-segment to obtain the horizontal shear force within the micro-segment; and determining the active earth pressure within the micro-segment based on the horizontal shear force.

[0115] Specifically, the retaining wall is divided into multiple micro-segments at step intervals: such as Figure 6 As shown, starting from the top of the retaining wall back, the movement proceeds along the back of the retaining wall, determining segmentation points according to a preset step distance. The retaining wall is then horizontally divided through these segmentation points, discretizing it into multiple micro-segments of equal height. The magnitude of the active earth pressure within each micro-segment is calculated: a force balance analysis is performed on each micro-segment to calculate the horizontal shear force within all micro-segments, and the active earth pressure within each micro-segment is solved based on the horizontal force balance.

[0116] In one embodiment, determining the location of the equivalent point of application of the target active earth pressure based on the principle of torque equivalence, according to the target active earth pressure and the active earth pressure within the micro-segment, includes: determining the torque from the active earth pressure within the micro-segment to the wall heel of the retaining structure and summing the torques to obtain the target torque; using the target active earth pressure as the equivalent force of the active earth pressure within the micro-segment; and determining the location of the equivalent point of application of the target active earth pressure based on the principle of torque equivalence and the target torque; wherein the target active earth pressure is equal to the torque of the active earth pressure within the micro-segment about the wall heel.

[0117] Specifically, to find the point of application of the maximum active earth pressure: since the sum of the earth pressures acting in all micro-segments is equivalent to the maximum active earth pressure, calculate and sum the moments of the earth pressures in all micro-segments to the wall heel, and use the equality of moments to find the location of the point of application of the maximum earth pressure on the back of the retaining wall.

[0118] It should be noted that the steps of this embodiment will be further described in detail with reference to engineering examples and specific implementation methods of gravity retaining walls.

[0119] For example, such as Figure 7 As shown, the specific parameters of this gravity retaining wall case are as follows: The gravity retaining wall has an upward-sloping back, a top width of 2.2m, a height of 8m, a slope of 1:0.3 on both the front and back sides, and a slope of 1:5 at the bottom. The unit weight of the backfill soil is 18.0 kN / m³. 3 The overall internal friction angle is 32°, and the friction angle between the backfill and the retaining wall is 15°. The slope surface is a broken line shape, with a slope height of 4m, a slope ratio of 1:1.25, and a width at the top of the slope of 10m. A uniformly distributed load of magnitude q = 20.0 kN / m is applied to the slope. 3 The distance between the starting point of the load and the starting point at the top of the slope is 2m, and the load width is 3m.

[0120] Specifically, such as Figure 7 As shown, the origin is the heel of the retaining wall. Figure 7 Establish a computational coordinate system at point O (as shown in the diagram), and determine the search variable as the angle between the rupture surface of the soil behind the wall (starting from the wall heel) and the horizontal plane, i.e., the failure angle θ. Connect the wall heel to the apex of the retaining wall back and the end point of the slope line, respectively. The range of the failure angle is (θ...). min θ maxThe search space, i.e. the search range, for the destruction angle θ is determined to be (35.38°, 73.30°).

[0121] For example, the basic parameters of the Zebra Optimization Algorithm include population size, variable dimension, maximum number of iterations, search range, and fitness function. In this example, since the search variable is only the failure angle θ and the search range is small, the population size can be set to 10, the variable dimension to 1, the maximum number of iterations to 5, and the fitness function to be the relationship between the failure angle θ and the active earth pressure exerted on the retaining wall by the relevant wedge slider.

[0122] Specifically, taking the calculation of active earth pressure when the failure angle θ is 49.43° as an example, the calculation process of the fitness value is explained. Figure 8 As shown, the clockwise set of the wedge slider's vertex coordinates is {(0, 0), (2.54, 8.45), (7.53, 12.45), (10.66, 12.45)}. Using the shoelace theorem, the slider area S is calculated to be 35.53 m². 2 The self-weight G is 639.46 kN. The coordinates of the intersection of the rupture surface and the slope line are (10.66, 12.45), and the effective length L of the external load q can be obtained as 1.125 m. Substituting θ, G, q, and L into Equation 3 above, the fitness value when the current failure angle θ is 49.43° can be obtained, that is, the active earth pressure of the slider on the retaining wall is 209.88 kN.

[0123] For example, based on the set population size and search range, the initial random positions of the 10 zebras in this example are {63.68°, 65.66°, 57.52°, 53.95°, 36.53°, 69.40°, 60.37°, 50.39°, 62.58°, 45.64°}. According to the defined fitness function, the fitness value corresponding to each zebra position is calculated to be {99. The fitness values ​​are 03kN, 79.27kN, 161.26kN, 187.83kN, 110.38kN, 41.46kN, 132.32kN, 206.53kN, 109.95kN, and 210.52kN. The maximum fitness value is 210.52kN. Therefore, the position of the 10th zebra at 45.64° corresponding to the fitness value of 210.52kN is the optimal global position after initialization.

[0124] Specifically, this example uses the determination of the new position of the third zebra in the first iteration to illustrate the zebra position movement method. According to the "foraging" update formula of the zebra optimization algorithm, the position to be moved is calculated as follows:

[0125]

[0126] The fitness value of the new location determined by the "foraging" behavior is 99.59 kN, which is less than the fitness value of the original location, therefore the zebra will not move. Secondly, the location to be moved is calculated according to the "defense" location update formula:

[0127]

[0128] The fitness value of the new position determined by the "defense" behavior is 212.56 kN, which is greater than the fitness value at the original position. Therefore, the zebra moves to the new position, and the position of the third zebra after the first iteration is updated to 47.02°. Similarly, the zebra positions after the first iteration can be calculated as {54.34°, 40.40°, 47.02°, 48.99°, 37.70°, 48.28°, 43.24°, 50.39°, 62.58°, 45.64°}, with the globally optimal position being 47.02°. The fitness calculation and zebra position update process in the previous step is repeated, searching for the failure angle when the slider applies maximum active earth pressure to the retaining wall, until the specified maximum number of iterations is completed.

[0129] like Figure 9The specific zebra positions for the five iterations are as follows: Zebra 1's zebra positions for iterations 1 to 5 are: 63.67874669, 54.33762923, 45.34651629, 45.66631711, and 46.33400553; Zebra 2's zebra positions for iterations 1 to 5 are: 65.66373822, 40.40072939, 40.53352111, 40.89471863, and 41.14990666; Zebra 3's zebra position for iterations 1 to 5 is: 57.5253. 814, 47.0233073, 47.0233073, 47.20065774, and 47.20065774; the zebra positions for Zebra 4 in the 1st to 5th iterations are: 53.95547157, 48.98666154, 48.98666154, 46.91167308, and 47.37767753; the zebra positions for Zebra 5 in the 1st to 5th iterations are: 36.53299207, 37.70523115, 41.37519079, 41.37519079, and 43.60. 650491; Zebra positions for Zebra 6 from the 1st to the 5th iteration are: 69.40458609, 48.28380467, 48.28380467, 47.95953175, and 47.79888338; Zebra positions for Zebra 7 from the 1st to the 5th iteration are: 60.37084245, 43.24172531, 43.54806379, 43.96329374, and 43.97805752; Zebra positions for Zebra 8 from the 1st to the 5th iteration are: 50.39626134, 50.396... 26134, 49.10038251, 48.41204256, and 48.18710351; the zebra positions of Zebra 9 from the 1st to the 5th iteration are: 62.58380327, 62.58380327, 62.58380327, 56.44723271, and 46.94215687; the zebra positions of Zebra 10 from the 1st to the 5th iteration are: 45.63977644, 45.63977644, 45.63977644, 45.63977644, and 45.87882673. In this example, after such... Figure 9 The maximum number of iterations shown is 5. The maximum active earth pressure of the soil after exiting the wall is determined to be 212.87 kN, and the failure angle is 47.33°.

[0130] For example, when the height of the retaining wall segments is sufficiently small, the earth pressure acting on their surface can be considered uniformly distributed. Therefore, in this example, a preset step distance of 0.08825m is used to discretize the retaining wall into 100 segments of equal height. A force balance analysis is performed on each segment to calculate the horizontal shear force and active earth pressure within all segments. This example uses the 32nd segment as an example to illustrate the calculation method of the active earth pressure within the segment. Figure 10 As shown, the starting point of the soil rupture surface behind the wall is changed from the wall heel to the segment point k. 31 By repeatedly searching for the destruction angle θ' using the preset zebra optimization algorithm, k can be obtained. 31 The active earth pressure E of the above-mentioned retaining wall a(top～k31) The shear force is 32.88 kN. A force equilibrium analysis of this section of the retaining wall yields the lower shear force, i.e., the shear force on the upper part of the 32nd micro-segment is 32.867 kN. Similarly, the shear force on the lower part of the 32nd micro-segment is 34.426 kN. Within this micro-segment, based on the horizontal force equilibrium, E... a(32) It is 1.57kN.

[0131] Specifically, in this example, the vertical distance d between the point of application of the earth pressure on each micro-segment and the wall heel is... k Given H-(k-0.5)×0.01H, according to Equation 8 above, the sum of the moments of earth pressure in all micro-segments to the wall heel, i.e. the target moment M, is 679.05 kN·m. By utilizing the fact that the moments at the wall heel are equal, the vertical distance Z between the point of action of the maximum active earth pressure and the wall heel can be calculated as 3.19 m.

[0132] Understandably, the traditional solution derived from Coulomb's theory yields a value of 2.82m, determined by H / 3. This example, however, calculates the vertical distance Z between the point of maximum active earth pressure and the wall heel to be 3.19m, higher than the 2.82m obtained using the traditional method. Therefore, the solution obtained in this example is more accurate and reflects the actual situation.

[0133] In practical applications, this embodiment effectively improves the efficiency and accuracy of earth pressure calculation by using a preset zebra optimization algorithm and torque equivalent solution to solve the active earth pressure and its point of application. This facilitates subsequent stability analysis based on more accurate active earth pressure and its point of application, thereby improving the stability of the tunnel retaining structure.

[0134] This embodiment determines the failure angle and its range for the tunnel retaining structure; sets the population parameters and fitness function of a preset zebra optimization algorithm based on the failure angle and its range; initializes the zebra positions of the preset zebra optimization algorithm based on the population parameters; and determines the target active earth pressure and the corresponding failure angle based on the fitness function. The retaining structure is discretized into multiple micro-segments based on a preset step size, and the active earth pressure within each micro-segment is determined. Based on the torque equivalence principle, the position of the equivalent point of application of the target active earth pressure is determined according to the target active earth pressure and the active earth pressure within each micro-segment. In this embodiment, the metaheuristic intelligent optimization algorithm, i.e., the preset zebra optimization algorithm, automatically searches, calculates, and judges the failure angle and target active earth pressure, which can adapt to complex slopes and load conditions, solving the problem of difficult theoretical solution derivation and limited applicability due to slope undulations. Furthermore, by discretizing the retaining structure into micro-segments and calculating the earth pressure on them, and then using the moment equivalence principle to determine the point of application of the active earth pressure, the problem of determining the distribution and point of application of active earth pressure under complex conditions is solved. This improves the accuracy of earth pressure calculation and addresses the technical problems of existing earth pressure analysis and calculation methods being unable to adapt to the complex and ever-changing construction environment of mountain tunnels, and being inefficient, slow, and inaccurate. Based on the metaheuristic intelligent algorithm, namely the pre-set zebra optimization algorithm and the moment equivalence method for solving active earth pressure and its point of application, the limitations of complex slopes and load conditions can be avoided, effectively improving the efficiency and accuracy of earth pressure calculation.

[0135] In some embodiments, such as Figure 11 As shown, based on the first embodiment, a second embodiment of the method for analyzing earth pressure on tunnel retaining structures according to the present invention is proposed. Step S400 includes:

[0136] Step S401: Starting from the top back of the retaining structure, move along the back of the retaining structure;

[0137] Step S402: Determine the segmentation points of the retaining structure based on the preset step distance;

[0138] Step S403: Based on the segmentation points, the retaining structure is horizontally divided to discretize the retaining structure into multiple micro-segments of equal height;

[0139] Step S404: Perform a force balance analysis on each of the micro-segments to obtain the horizontal shear force within the micro-segments;

[0140] Step S405: Determine the active earth pressure within the micro-segment based on the horizontal shear force.

[0141] Specifically, the retaining wall is divided into multiple micro-segments at step intervals: such as Figure 6As shown, starting from the top of the retaining wall back, the movement proceeds along the back of the retaining wall, determining segmentation points according to a preset step distance. The retaining wall is then horizontally divided through these segmentation points, discretizing it into multiple micro-segments of equal height. It is understood that when the height of the micro-segments is sufficiently small, the earth pressure acting on their surface can be considered uniformly distributed. For example, using a preset step distance of 0.08825m, the retaining wall is discretized into 100 micro-segments of equal height.

[0142] like Figure 12 As shown, the magnitude of the active earth pressure in each micro-segment is calculated: a force balance analysis is performed on each micro-segment to calculate the horizontal shear force in all micro-segments, and the active earth pressure in the micro-segment is solved based on the force balance in the horizontal direction.

[0143] For example, force analysis within a micro-segment: such as Figure 12 As shown, the forces acting on the k-th micro-segment include the upper vertical pressure P. y Upper shear force τ top(k) , lower vertical reaction force P y +ΔP y Lower shear force τ bot(k) Micro-segment self-weight G k and the earth pressure E within the micro-segment a(k) Taking static equilibrium in the horizontal direction, we have:

[0144] τ top(k) +E a(k) ×cot(α+θ)=τ bot(k) (Equation 8)

[0145] Specifically, the calculation of the upper shear force and lower horizontal shear force of the micro-segment: The retaining wall above the k-th micro-segment is isolated for force balance analysis, such as... Figure 13 As shown, there exists a force equilibrium condition in the horizontal direction:

[0146] E a(top～k-1) ×sin(90-α-δ)=-τ bot(k-1) =τ top(k) (Equation 9)

[0147] Similarly, the shear force τ at the bottom of the micro-segment bot(k) The solution can be obtained using the following formula:

[0148] E a(top～k) ×sin(90-α-δ)=-τ bot(k) (Equation 10)

[0149] In Equation 10, E a(top～k-1) E represents the active earth pressure exerted on the retaining wall above the top surface of segment k. a(top～k) This refers to the active earth pressure exerted on the retaining wall above the bottom surface of segment k.

[0150] For example, the upper and lower horizontal shear forces of a micro-segment can be solved using Equations 9 and 10, thereby determining the earth pressure within the micro-segment. The process of calculating the active earth pressure on the retaining wall above a certain section (e.g., the horizontal section made through the segmentation point) can refer to the solution process of the maximum earth pressure in steps S100 to S300 of the first embodiment of the earth pressure analysis method for tunnel retaining structures described above. The difference is that in this embodiment, when calculating the active earth pressure, the starting point of the rupture surface should be adjusted from the wall heel to the intersection of the corresponding height and the wall back (i.e., the segmentation point of the retaining structure determined based on the preset step distance), and the range of its rupture surface cannot exceed the limitation of the rupture surface of the maximum earth pressure in steps S100 to S300.

[0151] Specifically, the active earth pressure on the retaining wall segment is calculated by combining equations 8, 9, and 10, yielding the active earth pressure on the k-th retaining wall segment:

[0152] E a(k) =E a(top～k) -E a(top～k-1) = (Equation 11)

[0153] In one embodiment, the point of application of the maximum active earth pressure is determined as follows: since the sum of the earth pressures acting in all micro-segments is equivalent to the maximum active earth pressure, the moment of the earth pressures in all micro-segments to the wall heel is calculated and summed, and the location of the point of application of the maximum earth pressure on the back of the retaining wall is determined by using the equality of the moments.

[0154] Specifically, calculate and sum the moments of earth pressure from the earth pressure within all micro-segments to the wall heel: Considering that the earth pressure within the same micro-segment varies little, it is assumed to be a uniformly distributed load. Therefore, the sum M of the moments M of earth pressure from the earth pressure within all micro-segments k to the wall heel is:

[0155]

[0156] d k =H-(k-0.5)Δh (Equation 13)

[0157] In Equation 13, H is the height of the retaining wall, and d k Δh is the vertical distance from the point of application of the earth pressure in the kth micro-segment to the wall heel, and Δh is the height of the micro-segment.

[0158] Specifically, the equivalent point of application of the maximum active earth pressure is calculated as follows: The maximum active earth pressure is taken as the equivalent force of the active earth pressure within all micro-segments. Utilizing the fact that the moments of both forces about the wall heel are equal, the location of the equivalent point of application of the maximum active earth pressure is calculated:

[0159]

[0160] In Equation 14, The maximum active earth pressure on the retaining wall is the result of iteratively searching for the maximum active earth pressure using the optimized Zebra Optimization Algorithm. Specifically, the optimized Zebra Optimization Algorithm iteratively searches for the maximum active earth pressure by repeating the fitness value calculation and position update process in step S300 until the maximum number of iterations is reached. The global maximum active earth pressure obtained at this point is the earth pressure on the retaining wall.

[0161] This embodiment determines the segmentation points of the retaining structure based on a preset step distance; it then horizontally divides the retaining structure into multiple micro-segments of equal height based on these segmentation points; it performs a force balance analysis on each micro-segment to obtain the horizontal shear force within that micro-segment; and finally, it determines the active earth pressure within each micro-segment based on the horizontal shear force. This embodiment solves the problem of determining the distribution form and application point of active earth pressure under complex conditions by discretizing the retaining structure into micro-segments and calculating the earth pressure on each segment, and then using the moment equivalence principle to obtain the application point of the nonlinearly distributed active earth pressure. This improves the accuracy of earth pressure calculation and thus enhances the design quality and efficiency of retaining structures such as tunnel portal retaining walls and wing walls.

[0162] Furthermore, this embodiment of the invention also proposes a storage medium storing a tunnel retaining structure earth pressure analysis program, which, when executed by a processor, implements the steps of the tunnel retaining structure earth pressure analysis method described above.

[0163] Reference Figure 14 , Figure 14 This is a structural block diagram of the first embodiment of the earth pressure analysis device for tunnel retaining structures of the present invention.

[0164] like Figure 14 As shown, the earth pressure analysis device for the tunnel retaining structure includes:

[0165] The search domain determination module 10 is used to determine the failure angle of the tunnel retaining structure and the range of values ​​for the failure angle;

[0166] The algorithm initialization module 20 is used to set the population parameters and fitness function of the preset zebra optimization algorithm according to the destruction angle and the value range;

[0167] The pressure value calculation module 30 is used to initialize the position of each zebra in the preset zebra optimization algorithm according to the population parameters, and to determine the target active earth pressure and the failure angle corresponding to the target active earth pressure according to the fitness function.

[0168] The retaining wall discretization module 40 is used to discretize the retaining structure into multiple micro-segments based on a preset step distance, and to determine the active earth pressure within the micro-segments.

[0169] The point of application calculation module 50 is used to determine the position of the equivalent point of application of the target active earth pressure based on the torque equivalence principle, according to the target active earth pressure and the active earth pressure in the micro-segment.

[0170] The earth pressure analysis device for tunnel retaining structures proposed in this embodiment includes: a search domain determination module 10, used to determine the failure angle of the tunnel retaining structure and the range of values ​​for the failure angle; an algorithm initialization module 20, used to set the population parameters and fitness function of a preset zebra optimization algorithm according to the failure angle and the range of values; a pressure value calculation module 30, used to initialize the positions of each zebra in the preset zebra optimization algorithm according to the population parameters, and to determine the target active earth pressure and the failure angle corresponding to the target active earth pressure according to the fitness function; a retaining wall discretization module 40, used to discretize the retaining structure into multiple micro-segments based on a preset step distance, and to determine the active earth pressure within the micro-segments; and a point of application calculation module 50, used to determine the position of the equivalent point of application of the target active earth pressure based on the torque equivalence principle, according to the target active earth pressure and the active earth pressure within the micro-segments. In this embodiment, a metaheuristic intelligent optimization algorithm, namely the pre-set zebra optimization algorithm, is used to automatically search, calculate, and identify the failure angle and target active earth pressure. This approach can adapt to complex slopes and load conditions, solving the problem of difficult theoretical solution derivation and limited applicability due to slope undulations. Furthermore, by discretizing the retaining structure into micro-segments and calculating the earth pressure on them, and then using the moment equivalence principle to determine the point of application of the active earth pressure, the problem of difficulty in determining the distribution form and point of application of active earth pressure under complex conditions is solved. This improves the accuracy of earth pressure calculation and addresses the technical problems of existing earth pressure analysis and calculation methods being unable to adapt to the complex and ever-changing mountain tunnel construction environment, and suffering from low calculation efficiency, slow speed, and low accuracy. Based on the metaheuristic intelligent algorithm, namely the pre-set zebra optimization algorithm, and the moment equivalence method for solving active earth pressure and its point of application, the limitations of complex slopes and load conditions can be avoided, effectively improving the efficiency and accuracy of earth pressure calculation.

[0171] In addition, for technical details not described in detail in the embodiments of the earth pressure analysis device for tunnel retaining structures, please refer to the earth pressure analysis method for tunnel retaining structures as described above provided in any embodiment of the present invention, which will not be repeated here.

[0172] It should be understood that the above are merely illustrative examples and do not constitute any limitation on the technical solutions of the present invention. In specific applications, those skilled in the art can make settings as needed, and the present invention does not impose any restrictions on this.

[0173] It should be noted that the workflow described above is merely illustrative and does not limit the scope of protection of this invention. In practical applications, those skilled in the art can select some or all of the workflow to achieve the purpose of this embodiment according to actual needs, and no restrictions are imposed here.

[0174] Furthermore, it should be noted that, in this document, the terms "comprising," "including," or any other variations thereof are intended to cover non-exclusive inclusion, such that a process, method, article, or system that comprises a list of elements includes not only those elements but also other elements not expressly listed, or elements inherent to such a process, method, article, or system. Unless otherwise specified, an element defined by the phrase "comprising one..." does not exclude the presence of other identical elements in the process, method, article, or system that includes that element.

[0175] The sequence numbers of the above embodiments of the present invention are for descriptive purposes only and do not represent the superiority or inferiority of the embodiments.

[0176] Through the above description of the embodiments, those skilled in the art can clearly understand that the methods of the above embodiments can be implemented by means of software plus necessary general-purpose hardware platforms. Of course, they can also be implemented by hardware, but in many cases the former is a better implementation method. Based on this understanding, the technical solution of the present invention, or the part that contributes to the prior art, can be embodied in the form of a software product. This computer software product is stored in a storage medium (such as read-only memory (ROM) / RAM, magnetic disk, optical disk) and includes several instructions to cause a terminal device (which may be a mobile phone, computer, server, or network device, etc.) to execute the methods described in the various embodiments of the present invention.

[0177] The above are merely preferred embodiments of the present invention and do not limit the scope of the patent. Any equivalent structural or procedural transformations made based on the description and drawings of the present invention, or direct or indirect applications in other related technical fields, are similarly included within the scope of patent protection of the present invention.

Claims

1. A method for analyzing earth pressure on tunnel retaining structures, characterized in that, The method for analyzing earth pressure on tunnel retaining structures includes: Determine the failure angle of the tunnel retaining structure and the range of values ​​for the failure angle; The population parameters and fitness function of the preset zebra optimization algorithm are set according to the destruction angle and the value range; The positions of each zebra in the preset zebra optimization algorithm are initialized according to the population parameters, and the target active earth pressure and the failure angle corresponding to the target active earth pressure are determined according to the fitness function. The retaining structure is discretized into multiple micro-segments based on a preset step distance, and the active earth pressure within each micro-segment is determined. Based on the principle of torque equivalence, the location of the equivalent point of action of the target active earth pressure is determined according to the target active earth pressure and the active earth pressure within the micro-segment.

2. The method for analyzing earth pressure on tunnel retaining structures as described in claim 1, characterized in that, The determination of the failure angle of the tunnel retaining structure and the range of values ​​for the failure angle include: Determine the retaining wall heel of the tunnel and establish a coordinate system with the retaining wall heel as the origin; Connect the origin to the top of the wall back and the end of the slope line of the retaining structure respectively, and determine the failure angle starting from the wall heel and the range of values ​​of the failure angle.

3. The method for analyzing earth pressure on tunnel retaining structures as described in claim 1, characterized in that, The step of setting the population parameters and fitness function of the preset zebra optimization algorithm based on the destruction angle and its value range includes: The search variables and search space of the preset zebra optimization algorithm are set according to the destruction angle and the value range; The population parameters of the preset zebra optimization algorithm are set according to the search variables and the search space; The soil fracture surface, starting from the heel of the retaining structure of the tunnel, is determined. Based on the wall back and slope line of the retaining structure and the soil fracture surface, a wedge-shaped slider is obtained corresponding to each failure angle. The active earth pressure exerted by the wedge-shaped slider on the retaining structure is determined according to the general formula of Coulomb earth pressure. The fitness function of the preset zebra optimization algorithm is obtained based on the failure angle and the active earth pressure.

4. The method for analyzing earth pressure on tunnel retaining structures as described in claim 1, characterized in that, The step of initializing the zebra positions of the preset zebra optimization algorithm according to the population parameters, and determining the target active earth pressure and the zebra individual corresponding to the target active earth pressure according to the fitness function, includes: Zebra individuals are generated based on the population size in the population parameters and the search space, and each zebra individual is assigned a random position within the search space. The fitness value of the random location of the zebra individual is determined according to the fitness function; wherein the fitness value is the active earth pressure. The global maximum active earth pressure is determined based on the maximum fitness value, and the zebra individual corresponding to the global maximum active earth pressure is determined; wherein, the global maximum active earth pressure is the target active earth pressure.

5. The method for analyzing earth pressure on tunnel retaining structures as described in claim 4, characterized in that, After determining the target active earth pressure and the zebra individual corresponding to the target active earth pressure based on the fitness function, the method further includes: The positions of each zebra individual are updated according to the foraging rules and defense behavior rules of the preset zebra optimization algorithm; Determine if the number of updates meets the preset number of iterations; When the number of updates satisfies the preset number of iterations, the global optimal position of the fitness value is obtained; The updated target active earth pressure and the zebra individual corresponding to the target active earth pressure are determined based on the global optimal position.

6. The method for analyzing earth pressure on tunnel retaining structures as described in claim 1, characterized in that, The step of discretizing the retaining structure into multiple micro-segments based on a preset step distance and determining the active earth pressure within the micro-segments includes: Starting from the top back of the retaining structure, move along the back of the retaining structure; The segmentation points of the retaining structure are determined based on a preset step distance; The retaining structure is horizontally divided based on the segmentation points to discretize the retaining structure into multiple micro-segments of equal height. Force balance analysis is performed on each of the micro-segments to obtain the horizontal shear force within each micro-segment; The active earth pressure within the micro-segment is determined based on the horizontal shear force.

7. The method for analyzing earth pressure on tunnel retaining structures as described in claim 1, characterized in that, The method of determining the location of the equivalent point of application of the target active earth pressure based on the principle of torque equivalence, according to the target active earth pressure and the active earth pressure within the micro-segment, includes: Determine the moment of the active earth pressure within the micro-segment to the wall heel of the retaining structure and sum the moments to obtain the target moment; The target active earth pressure is taken as the equivalent force of the active earth pressure within the micro-segment; The location of the equivalent point of action of the target active earth pressure is determined based on the principle of torque equivalence and the target torque; wherein the target active earth pressure is equal to the torque of the active earth pressure in the micro-segment about the wall heel.

8. A device for analyzing earth pressure on tunnel retaining structures, characterized in that, The earth pressure analysis device for the tunnel retaining structure includes: The search domain determination module is used to determine the failure angle of the tunnel retaining structure and the range of values ​​for the failure angle; The algorithm initialization module is used to set the population parameters and fitness function of the preset zebra optimization algorithm according to the destruction angle and the value range; The pressure value calculation module is used to initialize the position of each zebra in the preset zebra optimization algorithm according to the population parameters, and to determine the target active earth pressure and the failure angle corresponding to the target active earth pressure according to the fitness function. The retaining wall discretization module is used to discretize the retaining structure into multiple micro-segments based on a preset step distance, and to determine the active earth pressure within the micro-segments. The point of application calculation module is used to determine the location of the equivalent point of application of the target active earth pressure based on the torque equivalence principle, according to the target active earth pressure and the active earth pressure within the micro-segment.

9. An earth pressure analysis device for tunnel retaining structures, characterized in that, The tunnel retaining structure earth pressure analysis device includes: a memory, a processor, and a tunnel retaining structure earth pressure analysis program stored in the memory and executable on the processor, wherein the tunnel retaining structure earth pressure analysis program is configured to implement the tunnel retaining structure earth pressure analysis method as described in any one of claims 1 to 7.

10. A storage medium, characterized in that, The storage medium stores a tunnel retaining structure earth pressure analysis program, which is used to enable the processor to implement the tunnel retaining structure earth pressure analysis method as described in any one of claims 1 to 7 when executed.

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