A tunnel advanced grouting hole site layout method of intelligent partitioning and rapid design

Abstract

The present application relates to the technical field of tunnel and underground engineering construction, and particularly relates to a tunnel advanced grouting hole site layout method of intelligent partitioned rapid design. The method comprises: obtaining a tunnel grouting section contour and a surrounding rock partition information of a tunnel face; configuring a corresponding grouting hole layout rule for each surrounding rock partition, the rule at least comprising a hole spacing constraint and a safety margin constraint; generating an initial particle point set representing grouting hole sites in the grouting section contour; constructing a force field model, controlling the hole spacing through the inter-particle force, controlling the safety margin through the boundary force, and determining the calculation parameters of the force according to the hole layout rule of each partition; iteratively calculating the resultant force on each particle and updating the position thereof until the convergence condition is met, and obtaining the optimized grouting hole site coordinates. The present application converts the grouting hole layout problem into a force field driven particle dynamic optimization process, realizes the full-automatic, partitioned differentiated rapid design, improves the hole layout efficiency and uniformity, guarantees the safety margin, and can output coordinate data for field lofting.

Description

Technical Field

[0001] This invention relates to the field of tunnel and underground engineering construction technology, and in particular to a method for intelligent zoning and rapid design of tunnel pre-grouting hole layout. Background Technology

[0002] When tunnels and underground engineering projects traverse water-rich faults, fractured zones, and other adverse geological formations, pre-grouting is a crucial pre-reinforcement measure to ensure the stability of the tunnel face and control groundwater inflow. The construction process typically involves: the design unit providing a general schematic diagram; the construction unit arriving on site and conducting grouting tests based on the actual geological conditions exposed at the tunnel face to determine key parameters such as grout diffusion radius and grouting pressure; subsequently, technicians create detailed grouting hole layout drawings at specific mileages of the tunnel face, based on these parameters. The quality and efficiency of these drawings directly impact the grouting reinforcement effect and on-site construction safety.

[0003] Currently, in tunnel engineering practice, the drawing of pre-grouting construction drawings mainly relies on the following two traditional methods:

[0004] (1) Geometric drawing method based on CAD software: Technicians use engineering drawing software such as AutoCAD to generate initial hole positions based on the shape of the tunnel cross section and the preset hole spacing by commands such as equidistant point placement, angle point placement, or offset along the contour. Then, based on personal experience, they manually correct and adjust local constraints such as changes in surrounding rock and initial support steel frame.

[0005] (2) Chart method based on simple rules: For regular cross sections (such as circles and standard horseshoes), some units use parameter tables with fixed angle intervals or fixed arc length intervals. After manually looking up the table or performing simple calculations, the hole positions are marked one by one on the drawing.

[0006] The aforementioned traditional working methods have the following recognized limitations and pain points in practical engineering applications: 1. Inefficient design makes it difficult to meet the demands of rapid construction. Traditional manual drafting, especially when dealing with large cross-sections, complex contours, or irregular rock formations, requires repeated geometric calculations, manual drawing, and adjustments, which is time-consuming and labor-intensive. A cross-section with 50-100 grouting holes often takes skilled technicians anywhere from 30 minutes to several hours to complete. In emergency situations where the surrounding rock stability is poor and the working face needs to be quickly sealed, excessively long design waiting times may lead to prolonged exposure of the working face, increasing the risk of safety accidents such as collapse and sudden water inrush.

[0007] 2. The quality of the perforation depends on personal experience, resulting in poor uniformity and consistency. Key parameters such as hole spacing, row spacing, and the distance between the hole position and the excavation outline lack rigorous and quantifiable quality control methods under traditional approaches. Furthermore, differences in the experience and habits of different technicians lead to significant fluctuations in hole layout quality. Too many holes: This results in waste of grouting material and increases unnecessary project costs.

[0008] Too sparse grouting can easily create vacuum or weak areas in the grouting process, resulting in substandard grouting and water-stopping effects. This necessitates secondary or even multiple grouting operations, severely delaying the construction schedule.

[0009] Improper edge placement: If the borehole is too close to the excavation outline, grout leakage or rock wall penetration may occur, endangering safety; if the edge is too far, the resulting reinforcement ring will be discontinuous and unable to effectively bear the load.

[0010] 3. Lack of refined and differentiated design for surrounding rock zoning. Traditional methods generally employ uniform grouting parameters (such as the same hole spacing and depth) across the entire tunnel cross-section. However, the actual rock mass at the tunnel face is not homogeneous, often exhibiting different geological zones such as fractured zones, densely jointed zones, and relatively intact zones. Applying the same grouting parameters to intact zones as to fractured zones would result in unnecessary cost increases; conversely, applying the same sparse parameters to fractured zones as to intact zones would fail to guarantee reinforcement effectiveness and could easily create weak reinforcement zones at critical locations such as zone boundaries, becoming a safety hazard for subsequent construction.

[0011] 4. Difficulty in adjusting safety boundaries (reserved margins), leading to a disconnect between on-site construction and design. The safe margin distance between grouting hole locations and the excavation outline is crucial to preventing grout from seeping into the excavation space and ensuring the effective thickness of the reinforcement ring. This parameter often needs to be dynamically adjusted based on site geological conditions. Using traditional CAD drawings, adjusting the margin value means manually shifting or even rearranging all hole locations, resulting in a huge workload. Therefore, on construction sites, it is common for technicians to adjust hole locations based on experience before receiving the official construction drawings, leading to a disconnect between the on-site construction drawings and the design drawings, which makes project quality control and accountability difficult.

[0012] 5. The results data are unstructured, resulting in low efficiency in on-site layout. Traditional methods output construction drawings as two-dimensional CAD graphics, but crucial information such as the precise coordinates, depth, and angle of grouting hole locations is not directly provided in structured data (such as coordinate tables). On-site surveyors must manually measure and record the coordinates or angles of each hole from the graphics before using equipment like total stations for layout. This process is not only inefficient and error-prone, but also difficult to adapt to the need for fine-tuning hole positions due to individual obstacles on-site.

[0013] In summary, existing methods for designing tunnel pre-grouting borehole locations have significant shortcomings in terms of intelligence, standardization, precision, and integration with on-site construction processes. How to provide a design method that can quickly and automatically perform differentiated, high-quality borehole location layouts for different surrounding rock zones and directly output structured data suitable for on-site layout is a technical problem that urgently needs to be solved by those skilled in the art. Summary of the Invention

[0014] The purpose of this invention is to overcome the shortcomings of existing technologies, such as reliance on manual labor, low efficiency, lack of zoning specificity, and difficulty in adjusting safety boundaries, in order to provide a method for intelligently and rapidly designing tunnel pre-grouting hole layout.

[0015] In a first aspect, the present invention provides a method for intelligently partitioning and rapidly designing the layout of tunnel pre-grouting holes, comprising the following steps: Step 1: Obtain the tunnel grouting section profile and at least one surrounding rock zone within the grouting section profile; Step 2: Configure corresponding grouting hole layout rules for each of the surrounding rock zones. The grouting hole layout rules include at least hole spacing constraints and safety margin constraints. Step 3: Within the area defined by the grouting section profile, generate an initial point set containing several internal particles, each internal particle representing a grouting hole position to be optimized. Step 4: Establish a force field model, which includes: The first force acting between internal particles to control the aperture spacing, and A second force is applied between the internal particles and the grouting section outline boundary and / or the surrounding rock partition boundary to control the safety margin; and the calculation parameters of the first force and the second force are determined according to the grouting hole layout rules corresponding to each surrounding rock partition. Step 5: Iteratively calculate the resultant force on each internal particle and update the position of the internal particle according to the resultant force until the convergence condition is met, and obtain the optimized grouting hole position coordinates.

[0016] Preferably, obtaining the surrounding rock zoning in step 1 specifically involves: Import the geological sketch map of the working face, overlay the geological sketch map with the grouting section outline, automatically identify and divide areas of different rock mass quality grades, and form surrounding rock zoning.

[0017] Preferably, in step 4: The first force is a repulsive force, the magnitude of which is inversely proportional to the square of the distance between the two internal particles, and is used to achieve the hole spacing constraint; the second force is a boundary repulsive force, and a weighting coefficient for the boundary repulsive force is set, which is used to achieve the safety edge constraint.

[0018] Preferably, the force field model further includes a third force: The third force is a directional bias force preset according to the engineering bias strategy, used to guide the internal particles to deflect in a specified direction.

[0019] Preferably, in step 5, the iterative update process further includes collision detection and boundary correction: The validity of each internal particle after its position is updated is judged. If the new position of an internal particle exceeds the boundary of the grouting section or the boundary of the surrounding rock partition, it is rolled back to its original position, projected to the inside of the boundary, or a penalty correction is applied.

[0020] Preferably, the convergence condition is a combination of one or more of the following: The preset maximum number of iterations is reached; the average displacement of internal particles is less than the preset threshold; and the uniformity evaluation index of the hole layout meets the preset requirements.

[0021] Preferably, in step 1, obtaining the tunnel grouting cross-sectional profile specifically includes: Import the CAD drawing of the tunnel design structure section and receive the user-inputted expansion value. Use computational geometry algorithms to automatically generate the grouting section profile.

[0022] Preferably, in step 3, the initial point set is generated in the following way: Randomly sprinkle points within the area defined by the grouting section profile, or use a low-difference sequence for quasi-random sprinkling.

[0023] Preferably, the method further includes step 6: outputting the optimized grouting hole coordinates and corresponding hole depth, angle, and number information as a data file according to a preset standard format, and automatically writing it back to the CAD or BIM platform to generate grouting construction drawings and / or on-site layout coordinate tables with annotations.

[0024] Preferably, step 6 specifically comprises: The output data file includes DXF, DWG, or CSV format; the write-back to the CAD or BIM platform includes automatically calling the application programming interface to draw hole position marks, leader labels, and numbers on the drawings.

[0025] Compared with the prior art, the beneficial effects of the present invention are as follows: (1) Intelligent and efficient: The process of repeatedly equidistantly placing and correcting points in CAD is transformed into a calculable force field evolution, which significantly reduces labor costs, improves the efficiency of hole placement in complex cross sections, and realizes intelligent and rapid design. The parallel multi-instance + fault tolerance scoring mechanism can automatically output the scheme with the highest construction fault tolerance, improving the reliability and standardization of the project. 100 points (30 minutes of work) can be calculated in one minute.

[0026] (2) More uniform pore distribution: Based on the dynamic balance mechanism of inter-particle repulsion, the pores can adaptively form a uniform lattice structure, reducing the reinforcement blank area and the local over-dense area, and effectively avoiding weak parts in the grouting area. At the same time, the intelligent handling of pore spacing constraints reduces the transition overlap in the grouting area and effectively controls the amount of grouting material.

[0027] (3) Grouting parameter zoning design: The parameters are arranged in combination with the surrounding rock zoning and are more targeted, avoiding the economic cost increase caused by using uniform higher parameters for the entire section, and reducing the risk of face instability and collapse caused by using uniform lower parameters for the entire section.

[0028] (4) Rapid adjustment of safety boundary: Forced edge retention is formed by boundary repulsion weight, and the hole position maintains a stable and safe distance from the excavation outline and surrounding rock zoning, reducing the risk of grout leakage and penetration.

[0029] (5) Visual, quantifiable evaluation and selection: The hole coordinates can be directly written back to the CAD / BIM platform to form visualized hole marking, numbering and layout data, enabling rapid on-site layout and adjustment. Attached Figure Description

[0030] Figure 1 Flowchart for grouting hole layout.

[0031] Figure 2 This is a schematic diagram of the tunnel cross-section outline and the grouting cross-section outline.

[0032] Figure 3 This is a schematic diagram showing the superposition of the grouting section outline and the surrounding rock zones.

[0033] Figure 4 This is a schematic diagram of the initial setup and iterative evolution of the force field in the particle system.

[0034] Figure 5 Output the rendering of the grouting construction drawing. Detailed Implementation

[0035] The present invention will now be described in further detail with reference to specific embodiments. However, this should not be construed as limiting the scope of the present invention to the following embodiments; all technologies implemented based on the content of the present invention fall within the scope of the present invention.

[0036] This invention provides a method for intelligent, zoning-based, and rapid design of tunnel pre-grouting construction. The core concept of this method is to use the geometric constraints of the tunnel grouting section and surrounding rock zoning information as input, abstracting the grouting hole locations as controlled particles. By constructing a force field model including inter-particle repulsion, boundary repulsion, and engineering bias forces, and employing a multi-particle dynamic equilibrium iterative optimization algorithm, the particles automatically evolve into an optimized hole layout scheme that satisfies hole spacing, safety margin, and differentiated grouting parameters for each zone. Finally, it automatically outputs drawings and data suitable for construction and on-site layout.

[0037] This method is particularly suitable for advanced curtain grouting scenarios in tunnels and underground engineering, when traversing fault fracture zones, water-rich strata and other adverse geological bodies, and can significantly improve the design efficiency and quality of grouting construction drawings.

[0038] Example 1 This embodiment will provide a comprehensive and integrated description of the technical solution of the present invention. For example... Figures 1-5 As shown.

[0039] Step 1: Data Preparation and Preprocessing First, obtain the tunnel design cross-sectional view. This view is typically a DWG or DXF file generated by CAD software, containing precise geometric information about the tunnel excavation outline. For grouting hole design, a preset outward offset is needed from this excavation outline to determine the effective grouting range. This outward offset is usually determined based on the tunnel diameter, geological conditions, and the required grouting reinforcement ring thickness, and can be input by the user, such as design or construction technicians, through the software interface.

[0040] The specific implementation of this step is as follows: The system reads the CAD file selected by the user, automatically identifies and extracts curves or polylines representing the tunnel excavation outline. Then, it receives the outward extension value (e.g., 2.5 meters) input by the user on the interface, and uses the curve parallel offset (Offset) algorithm in computational geometry to automatically generate a new closed curve that has been shifted outward by a specified distance. This curve is the grouting section outline. The Offset in the scoring function corresponds to the safety margin value configured for each partition in step 2, and is used to verify whether the candidate scheme meets the safety margin constraint.

[0041] Simultaneously, the system needs to obtain the surrounding rock zoning information of the tunnel face at this mileage. This information typically comes from the geological sketch of the tunnel face submitted by the on-site geological engineer. This sketch is a bitmap or vector map, on which the boundaries of areas with different rock mass quality grades on the tunnel face are drawn. This system provides an overlay function: users can import the geological sketch and, through simple registration operations (such as selecting two reference points for alignment), accurately overlay it with the generated grouting section outline. The system then supports users in semi-automatic mode to draw polygons along the zoning boundaries depicted on the sketch and assign a label to each polygon area, for example: Area A: strongly weathered and fractured zone, Area B: densely jointed area, Area C: relatively intact rock mass. In this way, several surrounding rock zones are divided within the grouting section outline. In another simplified embodiment of the invention, if the geological conditions are uniform, only a single zone covering the entire section can be set.

[0042] Step 2: Configure the zoned grouting hole distribution rules For each defined surrounding rock zone, the system provides a parameter configuration interface, allowing users to set the grouting hole distribution rules for that zone. These rules include at least two core constraints: hole spacing constraints and safety margin constraints.

[0043] Hole spacing constraint: refers to the desired distance between two adjacent grouting holes within the same zone. This distance parameter directly affects the density of the grouting holes and the overlap effect of grout diffusion, and is usually determined based on the grout diffusion radius obtained from field grouting tests. For example, for the fractured zone A, the hole spacing can be set to 1.2 meters; for the relatively intact zone C, it can be set to 1.8 meters.

[0044] Safety margin constraint: This refers to the minimum distance that the grouting hole position must maintain from the boundary of the zone. This is to prevent grout from flowing into the excavation space or penetrating the rock wall during grouting, and to ensure the continuity of the effective reinforcement ring. For example, the margin distance can be set at 0.5 meters.

[0045] In addition, users can set other parameters such as hole depth, grouting hole inclination angle (usually radial arrangement), and grouting pressure range. These parameters can also be configured differently according to the characteristics of the zone.

[0046] After configuring the grouting hole layout rules for each surrounding rock zone, the system maps these rules to the calculation parameters of the subsequent force field model. Specifically, the total number of holes estimated by the user corresponds to the number of internal particles in the initial point set, with each internal particle representing a grouting hole to be optimized. The hole spacing constraints corresponding to each surrounding rock zone are used to determine the calculation parameters of the first force between internal particles, ensuring that adjacent holes maintain a reasonable spacing during the iteration process. The safety margin constraints corresponding to each surrounding rock zone are used to determine the calculation parameters of the second force between internal particles and the grouting section contour boundary and / or the surrounding rock zone boundary, ensuring that the holes maintain a safe distance from the boundary during the iteration process.

[0047] The theoretical basis for the above mapping relationship lies in the fact that the layout of grouting holes can be abstracted as a process of spatially optimizing a finite number of hole locations under the constraints of the grouting cross-section contour and surrounding rock zoning. The hole spacing constraint reflects the mutual repulsion between hole locations to avoid them being too close, while the safety margin constraint reflects the repulsion between hole locations and the boundary to avoid them being too close. By iteratively calculating the resultant force on each internal particle and updating its position, the hole locations gradually tend towards a stable state that satisfies the hole spacing, safety margin, and zoning hole layout rules. Therefore, the engineering hole layout rules can be transformed into a calculable and iterative hole location optimization process through the first force, the second force, and their calculation parameters.

[0048] Step 3: Generate the initial particle point set After completing the above settings, the system enters the core calculation phase. First, an initial set of particles needs to be generated within the area defined by the grouting section profile, with each particle representing a grouting hole location to be optimized. There are several ways to generate the initial set of particles. This embodiment uses a simple and effective method: random particle scattering.

[0049] The system generates a corresponding number of internal particles within the area defined by the grouting section profile, based on the user's estimated total number of boreholes. If multiple surrounding rock zones exist, the system marks the zone to which each internal particle belongs based on its location, so that the borehole spacing constraints and safety margin constraints of the corresponding zone can be invoked during subsequent iterative calculations. To ensure that the initial distribution is not too biased, a low-discrepancy sequence (such as a Halton sequence or a Sobol sequence) can be used for quasi-random point scattering, making the initial particle spatial distribution more reasonable. However, this is only an optional preferred method, not a necessary technical means.

[0050] In addition, if there are multiple surrounding rock zones, the system also needs to mark the zone ID to which each internal particle belongs so that the corresponding grouting hole distribution rule can be called during subsequent calculations.

[0051] Step 4: Construct and solve the force field model This is the core step of the invention. The system simulates the optimization process of the grouting hole location as a dynamic equilibrium process of a controlled particle system under the action of a force field.

[0052] 4.1 Force Field Construction The system calculates the net force F acting on each internal particle i. i This resultant force is composed of the superposition of multiple component forces: (1) Interparticle interaction forces To satisfy the aperture spacing constraint, a repulsive force needs to be applied between any two internal particles. The magnitude of this repulsive force is inversely proportional to the distance between the particles; when the particle spacing is too close, the repulsive force increases, forcing them to move away from each other; when the spacing is too large, the repulsive force approaches zero. This embodiment uses a classic model: inverse square repulsive force. The repulsive force F from particle j to particle i... ij The calculation formula is:

[0053] in, The symbols in the above formula have the following meanings: :particle For particles The resulting repulsive force vector; :particle Position coordinates; :particle Position coordinates; :particle With particles The Euclidean distance between them; The repulsion coefficient is used to control the strength of the repulsive force between particles; this coefficient is set according to the hole spacing constraints corresponding to each surrounding rock zone, and different zones can use different coefficients. The smaller the hole spacing, the lower the value. The larger the value, the more repulsive force is generated between particles at a relatively close distance; : A very small positive number, used to avoid the denominator being zero when the distance is too small; : The magnitude of the vector.

[0054] (2) Boundary interaction forces To meet the safety margin constraint, it is necessary to prevent internal particles from getting too close to the grouting section outline boundary or the surrounding rock partition boundary. Therefore, the system also applies a boundary repulsion force to the internal particles at each boundary point (a series of boundary particles obtained by pre-sampling the outline at equal intervals). The repulsion force F of the boundary particle on the internal particle i is... b The calculation formula is:

[0055] When an internal particle is simultaneously acted upon by multiple boundary particles, its total boundary repulsive force is:

[0056] in, The meanings of each symbol are as follows: : No. The boundary particle pair of the first The repulsive force vector generated by each internal particle; : No. The total boundary repulsive force experienced by each internal particle; : No. The position coordinates of each internal particle; : No. The position coordinates of the boundary particles; Internal particles With boundary particles The Euclidean distance between them; The total number of boundary particles; Boundary repulsion coefficient; Boundary repulsion weight coefficient; this coefficient is set according to the safety margin constraint corresponding to each surrounding rock zone, and different zones can use different coefficients. The larger the margin distance, the better. The larger the value, the farther away the particle will feel the boundary repulsion and move away from the boundary; : A very small positive number, used to avoid the denominator being zero when the distance is too small; : The magnitude of the vector.

[0057] (3) Engineering bias force In certain engineering scenarios, it is necessary to guide the non-uniformity of the hole layout. For example, due to the high earth and water pressure at the crown of an arch, denser drilling may be required; or gravity compensation is needed to counteract the settling tendency of the grout under gravity. To address this, the system allows users to add a constant bias force vector with a preset direction. This force is independent of particle position and continuously acts on all internal particles or a specified subset thereof, guiding the particles to slightly deflect in a specific direction (such as upward or downward), thereby achieving the desired asymmetric and non-uniform hole layout.

[0058] 4.2 Iterative Updates and Out-of-Bounds Correction For each internal particle i, the vector summation of the repulsive forces it experiences from all other internal particles, the boundary repulsive forces from all boundary particles, and the optional engineering bias force yields the resultant force F. i According to Newton's second law (acceleration is proportional to force), the displacement increment of particle i can be calculated.

[0059] To avoid system oscillations and ensure convergence, this embodiment employs a linear annealing step size decay mechanism. In the initial iterations, a larger step size is used to allow particles to move quickly and evolve from an initial random state to an equilibrium state. As the number of iterations increases, the step size factor gradually decreases linearly, causing particle movement to become smoother and eventually converge to a stable position. The step size update formula is:

[0060] The meanings of each symbol are as follows: : No. The current step size at the next iteration; : Maximum initial step size; its value is related to the grouting cross-sectional size and hole spacing constraints, and is usually set to 0.5 to 1.0 times the hole spacing value; : Current iteration number; Total number of iterations.

[0061] After each update of all particle positions, collision detection and boundary correction are performed. The system checks whether each particle's new position is still within its assigned surrounding rock zone. If a particle crosses the zone boundary or grouting section outline boundary, a correction strategy is executed: the simplest strategy is to revert its position to its original position. A more refined strategy is to project along the boundary normal direction, pushing the particles back inside the boundary; or to apply a penalty function that generates a large reverse force at that location. This embodiment uses the projection correction method to ensure that all particles are always strictly within the valid solution domain.

[0062] 4.3 Convergence Judgment The system repeats the iterative update process described in section 4.2 until a preset convergence condition is met. The convergence condition can be one or a combination of the following: Condition 1: Reaching the preset maximum number of iterations (e.g., 2000 times) is a guaranteed exit mechanism.

[0063] Condition 2: The iteration step size gradually decreases to near zero during the iteration process, and the particle displacement amplitude approaches zero, indicating that the system has entered a stable state.

[0064] Condition 3: The uniformity evaluation index of the pore layout, such as the standard deviation / coefficient of variation of the distance between all particles and their nearest neighbor particles, reaches the preset excellent level and is no longer optimized or improved by the system for multiple consecutive generations.

[0065] The iteration terminates when any convergence condition is met, and the coordinates of all particles at that point are the optimized grouting hole coordinates.

[0066] Step 5: Parallel optimization and result output Because there are multiple possible choices for key parameters in the force field model (such as repulsion coefficient, boundary weight, and annealing step size), different parameter combinations may lead to variations in the quality (uniformity, edge accuracy) of the final hole layout. To obtain the most satisfactory solution for engineering applications, this system supports parallel multi-instance computation in the background. That is, multiple computation threads are started simultaneously, each using a slightly different set of parameter combinations to independently run the complete optimization process, ultimately generating multiple candidate solutions.

[0067] The system scores each candidate solution, and the scoring function is defined as follows:

[0068] in, , The meanings of each symbol are as follows: The overall score of the current candidate perforation schemes; The number of internal holes required to meet boundary tolerance requirements; : The minimum distance between all internal holes; the larger this value, the more uniform the hole distribution and the absence of localized over-density. Total number of internal grouting holes; : No. The coordinates of the positions of the internal holes; The effective borehole area defined by the tunnel profile; : Tunnel outline boundary; :point The shortest distance to the boundary; The scoring tolerance is the minimum safe distance between the hole and the boundary. This value corresponds to the safety margin value configured in each partition in step 2 and is used to check whether the candidate scheme meets the safety margin constraint. When the distance from the hole to the boundary is less than this value, the hole is judged to be invalid. : Indicator function, takes the value 1 if the condition is true, otherwise takes the value 0.

[0069] Finally, the system recommends the highest-rated solution to the user. The core logic of the scoring mechanism is: the more effective holes that satisfy the safety margin constraint among the candidate solutions, and the greater the minimum distance between all holes, the higher the overall score of the solution. The system automatically recommends the highest-rated solution to the user.

[0070] After the user confirms the plan, the system executes the output step. The output includes two aspects: Visualized drawing output: The system calls the API interface of the CAD / BIM platform to automatically draw the optimized grouting hole positions in the original drawing file. Specifically, this includes: drawing a circular marker representing the hole at the coordinates of each hole position; generating a leader line and annotation box for each hole, with preset information such as hole number, hole depth, and inclination angle automatically filled in the box; generating a drawing frame and explanatory text to form a complete grouting construction drawing.

[0071] Structured data output: The system exports all key information about the borehole locations (serial number, X coordinate, Y coordinate, Z coordinate, borehole depth, horizontal angle, vertical angle, etc.) into a common format file, such as CSV or Excel. This file can be directly imported into a total station or intelligent layout app, allowing on-site surveyors to quickly and accurately perform layout work.

[0072] Thus, a complete process for designing an intelligent, rapid, zone-optimized tunnel pre-grouting system that can be directly applied to construction has been completed.

[0073] Real-world examples The implementation process and effects of this invention will be further explained below using a typical tunnel engineering case.

[0074] Project Background: A railway tunnel traverses a water-rich fault fracture zone, and the design employs full-face pre-curtain grouting for reinforcement. The tunnel cross-section is horseshoe-shaped, with an excavation outline width of approximately 12 meters and a height of approximately 10 meters. The design requires a grouting reinforcement ring thickness of 3 meters (i.e., the grouting boundary extends 3 meters beyond the excavation outline). Geological sketches of the tunnel face show that the rock mass is extremely heterogeneous: there is a distinct fault fracture zone (code F1) on the left arch waist, with extremely fractured rock mass; the rock mass on the right side and at the bottom is relatively intact, with only a few joints.

[0075] Implementation steps: Data Preparation: Technicians imported the CAD drawing of the tunnel design cross-section into the system. Entering 3 in the outward expansion value input box, the system automatically generated the grouting cross-section outline. Subsequently, the scanned image of the geological sketch of the tunnel face was imported, registered, and the area of ​​fracture zone F1 was delineated using the polygon tool and marked as Zone I - Strongly Fractured Zone; the remaining cross-section areas were marked as Zone II - General Rock Mass Zone.

[0076] Parameter Configuration: Enter the hole layout rule configuration interface. Grouting parameters include: hole spacing, safety margin, hole depth, grouting hole angle, and grouting pressure.

[0077] The boundary repulsion weight adjustment switch is turned on, and the system automatically converts the weight coefficient based on the boundary value by default. In order to simulate the situation of high pressure at the top of the arch, the technicians added an additional weak downward gravity compensation bias force within a 120-degree range at the top of the arch.

[0078] Computation and Optimization: The system is initialized with approximately 80 random particles. The core force field solver is then activated. During the iteration process, the following can be observed: particles push against each other, gradually changing from a random distribution to a uniform distribution; particles near the contour boundary are pushed away by the boundary repulsive force, maintaining a distance of approximately 0.5-0.6 meters from the boundary; the particle density in region F1 is significantly higher than in region F2; particles at the top of the arch move slightly downwards under the influence of the bias force, forming a denser asymmetric layout than other parts. The entire process converges within approximately 30 seconds after about 800 iterations.

[0079] in, Figure 2 In the diagram, the solid lines represent the excavation outline, the outer dashed lines represent the initial support internal structure lines, and the inner dashed lines represent the lining internal structure lines. Figure 3 This is a schematic diagram showing the superposition of the grouting section outline and the surrounding rock zones. Figure 4 This is a schematic diagram of the initial setup and iterative evolution of the force field in the particle system.

[0080] Results and Output: The system ran five background instances with different parameter combinations simultaneously. Based on a comprehensive score of uniformity and edge accuracy, it automatically recommended one of the proposed solutions. Technical personnel confirmed the hole layout was reasonable after inspection.

[0081] Output 1 (CAD drawing): The system accurately plotted 67 grouting holes on the original cross-sectional view, with 35 holes distributed in Zone I and 32 holes in Zone II. Each hole is labeled with a number and depth. The drawing is clear and aesthetically pleasing, and can be directly used for technical briefings. Figure 5 As shown in the figure, the final grouting construction drawing includes the tunnel grouting cross-sectional outline, surrounding rock zoning boundaries, all grouting hole location markings and numbers, and lead-out annotations for each grouting hole, including construction parameters such as hole depth and inclination angle. The drawing also includes a frame, project information column, grouting parameter summary table, and scale. This drawing is ready for direct delivery to on-site construction, allowing on-site layout personnel to perform precise hole location layout work.

[0082] Output 2 (Data Table): The system generated a grouting hole location coordinate table.xlsx file, containing complete information such as hole number, zone, X coordinate, Y coordinate, Z coordinate, hole depth, horizontal angle, and vertical angle. Some data is shown in Table 2.

[0083] Table 2 shows the partial output data.

[0084] Note: For ease of use on site, the center of the invert arch filling slab is taken as the coordinate origin, the right side facing the tunnel face is the X-axis direction, the vertical upward direction is the positive Y-axis direction, and the drilling surface of the grout stop wall or the reinforcement surface at the end of the drilling is taken as the zero plane of the Z-axis. The test data generated in the table uses the reinforcement surface at the end of the drilling as the zero plane of the Z-axis, so all values ​​are 0. In practical applications, the definition of the coordinate system can be adaptively adjusted according to the design habits of different tunnel projects.

[0085] Technical effect comparison: Table 3 Comparison of Technical Effects

[0086] On-site construction feedback indicated that, following the grouting construction drawings generated by this invention, all hole locations were successfully marked out on the first attempt, and no grout leakage or puncture occurred during the grouting process. Core sampling after grouting showed that the grout diffused evenly, and the fault fracture zone was effectively filled and reinforced, achieving the designed water-stopping and reinforcement effects.

[0087] As can be seen from the above description of specific implementation methods and application cases, the method provided by the present invention effectively solves a series of technical problems in traditional tunnel pre-grouting design, such as low efficiency, uneven quality, lack of zoning specificity, difficulty in boundary adjustment, and inconvenience in on-site layout, and has significant advanced and practical value.

[0088] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions, and improvements made within the spirit and principles of the present invention should be included within the protection scope of the present invention.

Claims

1. A method for intelligently and rapidly designing tunnel pre-grouting hole layout, characterized in that, Includes the following steps: Step 1: Obtain the tunnel grouting section profile and at least one surrounding rock zone within the grouting section profile; Step 2: Configure corresponding grouting hole layout rules for each of the surrounding rock zones. The grouting hole layout rules include at least hole spacing constraints and safety margin constraints. Step 3: Within the area defined by the grouting section profile, generate an initial point set containing several internal particles, each internal particle representing a grouting hole position to be optimized. Step 4: Establish a force field model, which includes: The first force acting between internal particles to control the aperture spacing; A second force is applied between the internal particles and the grouting section outline boundary and / or the surrounding rock partition boundary to control the safety margin; and the calculation parameters of the first force and the second force are determined according to the grouting hole layout rules corresponding to each surrounding rock partition. Step 5: Iteratively calculate the resultant force on each internal particle and update the position of the internal particle according to the resultant force until the convergence condition is met, and obtain the optimized grouting hole position coordinates.

2. The method for intelligent zoning and rapid design of tunnel pre-grouting hole layout according to claim 1, characterized in that, The specific steps for obtaining the surrounding rock zoning in step 1 are as follows: Import the geological sketch map of the working face, overlay the geological sketch map with the grouting section outline, automatically identify and divide areas of different rock mass quality grades, and form surrounding rock zoning.

3. The method for intelligent zoning and rapid design of tunnel pre-grouting hole layout according to claim 1, characterized in that, In step 4: The first force is a repulsive force, the magnitude of which is inversely proportional to the square of the distance between the two internal particles, and is used to achieve the hole spacing constraint; the second force is a boundary repulsive force, and a weighting coefficient for the boundary repulsive force is set, which is used to achieve the safety edge constraint.

4. The method for intelligent zoning and rapid design of tunnel pre-grouting hole layout according to claim 1, characterized in that, The force field model also includes a third force: The third force is a directional bias force preset according to the engineering bias strategy, used to guide the internal particles to deflect in a specified direction.

5. The method for intelligent zoning and rapid design of tunnel pre-grouting hole layout according to claim 1, characterized in that, In step 5, the iterative update process also includes collision detection and boundary correction: The validity of each internal particle after its position is updated is judged. If the new position of an internal particle exceeds the boundary of the grouting section or the boundary of the surrounding rock partition, it is rolled back to its original position, projected to the inside of the boundary, or a penalty correction is applied.

6. The method for intelligent zoning and rapid design of tunnel pre-grouting hole layout according to claim 1, characterized in that, The convergence condition is one or more of the following combinations: The preset maximum number of iterations is reached; the average displacement of internal particles is less than the preset threshold; and the uniformity evaluation index of the hole layout meets the preset requirements.

7. The method for intelligent zoning and rapid design of tunnel pre-grouting hole layout according to claim 1, characterized in that, Step 1, specifically, includes obtaining the tunnel grouting cross-sectional profile: Import the CAD drawing of the tunnel design structure section and receive the user-inputted expansion value. Use computational geometry algorithms to automatically generate the grouting section profile.

8. The method for intelligent zoning and rapid design of tunnel pre-grouting hole layout according to claim 1, characterized in that, In step 3, the initial point set is generated in the following way: Randomly sprinkle points within the area defined by the grouting section profile, or use a low-difference sequence for quasi-random sprinkling.

9. The method for intelligent zoning and rapid design of tunnel pre-grouting hole layout according to claim 1, characterized in that, The process also includes step 6: outputting the optimized grouting hole coordinates and corresponding hole depths, angles, and numbering information as a data file according to a preset standard format, and automatically writing it back to the CAD or BIM platform to generate grouting construction drawings and / or on-site layout coordinate tables with annotations.

10. The method for intelligent zoning and rapid design of tunnel pre-grouting hole layout according to claim 9, characterized in that, Step 6 specifically involves: The output data file includes DXF, DWG, or CSV format; the write-back to the CAD / BIM platform includes automatically calling the API interface to draw hole position marks, leader labels, and numbers on the drawings.

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