Stone roadbed static drilling and blasting construction simulation analysis method

Abstract

The invention belongs to the technical field of static blasting simulation analysis, and relates to a stone roadbed static drilling and blasting construction simulation analysis method. According to the method, the rock mass joint distribution data and the rock strength data are collected in real time, so that accurate quantitative characterization of the rock mass structure is achieved, drilling demand judgment and parameter matching are more scientific, and the invalid drilling cost is reduced; through drill hole layout parameter confirmation logic and crushing agent parameter confirmation logic, the problem of parameter selection blindness is solved, it is ensured that the drill hole spacing, the drill hole trend and the crushing agent dosage adapt to rock mass characteristics in the current construction process, the drill hole spacing error is reduced, the crushing agent dosage is saved, and the construction efficiency is improved; through crack connectivity analysis, crack radius verification and fractured volume proportion grading evaluation, the problem that a crack path is uncontrollable is avoided, the fractured volume standard reaching rate is increased, the secondary drilling risk is reduced, the problem that the fractured effect evaluation is fuzzy is solved, and quantitative management of construction quality is achieved.

Description

Technical Field

[0001] The invention belongs to the technical field of static blasting simulation analysis and relates to a static drilling and blasting construction simulation analysis method for a stone roadbed. Background Art

[0002] With the continuous development of static blasting technology, it is more and more widely used in domestic stone projects. Traditional blasting methods can no longer meet the requirements of these projects, and static blasting technology has become the new favorite of stone projects with its unique advantages. Compared with traditional blasting, static blasting has many advantages. First of all, it is a vibration-free, impact-free, noise-free, and dust-free operation method, which will not cause any impact on the surrounding environment. Secondly, static blasting can be effective immediately in a short time without waiting for the time required for traditional blasting, and the work efficiency is high. In addition, static blasting can also be repeated, and the work effect is remarkable, which brings great convenience to stone projects.

[0003] In the prior art, there are also some related solutions involving rock blasting simulation. For example, the invention application of a tunnel construction method and system based on field measurement and cloud simulation with Chinese patent publication number CN117852356A mainly obtains the blasting plan based on the cloud supercomputing system according to the basic physical parameters obtained, and obtains the numerical simulation calculation results by numerically simulating the blasting plan. The blasting plan is optimized according to the numerical simulation calculation results to obtain the optimal blasting plan.

[0004] Another Chinese patent application with publication number CN116579202A is an invention application for a parametric simulation analysis method for static blasting drilling layout based on ABAQUS finite element software. It mainly obtains the most efficient drilling layout parameters for static blasting through numerical simulation and analysis and comparison on the drilling layout entity model, thereby obtaining the optimal solution for static blasting, and analyzing and comparing the most efficient drilling layout suitable for various types of static blasting, thereby reducing test costs and improving efficiency.

[0005] The above schemes all obtain the optimal solution for rock blasting through analysis and calculation, but they all lack the analysis of the drilling layout and crushing agent situation based on the joint distribution data and rock strength data collected in real time at the construction site, so that the drilling demand and crushing agent demand cannot be accurately obtained according to the actual situation, thereby failing to reduce the ineffective drilling cost and crushing agent usage. In addition, the existing technology only considers the acquisition of the optimal blasting plan, but ignores the detection and analysis of the blasting effect from a multi-dimensional perspective after the blasting is implemented, which is not conducive to improving the construction efficiency and the construction quality pass rate. Summary of the invention

[0006] In view of this, in order to solve the problems raised in the above background technology, a simulation analysis method for static drilling and blasting construction of stone roadbed is proposed.

[0007] The purpose of the present invention can be achieved through the following technical solutions: The present invention provides a simulation analysis method for static drilling and blasting construction of stone roadbed, including: S1, simulation construction: real-time collection of basic three-dimensional information of rocks in the target stone roadbed construction area, and use it as input information to construct a corresponding three-dimensional model through a simulation model, the basic three-dimensional information includes rock joint distribution data and rock strength data.

[0008] S2. Drilling requirement judgment: confirm the joint group distribution data based on the rock mass joint distribution data, match it with the joint distribution-drilling requirement number mapping table to determine the drilling requirement, and trigger the drilling and blasting parameter acquisition process when it is determined that drilling is required.

[0009] S3. Drilling and blasting parameter acquisition: Drilling layout parameters and breaker parameters are acquired from the preset parameter confirmation logic according to the basic three-dimensional information. The drilling layout parameters include drilling hole spacing, drilling direction, hole diameter and hole depth. The breaker parameters include static breaker type and single-hole static breaker dosage.

[0010] S4. Drilling and blasting construction simulation: Based on the drilling layout parameters and the crushing agent parameters, the rock blasting process under the action of the crushing agent is simulated in the three-dimensional model, the crack extension path, cracking radius and crushing volume are output, the rationality of crack extension, the matching of drilling parameters and the crushing effect are analyzed, and feedback instructions are generated to optimize the parameters.

[0011] Compared with the prior art, the beneficial effects of the present invention are as follows: 1. The present invention collects rock joint distribution data and rock strength data in real time, combines GIS tools to build a three-dimensional geological model, and screens dominant joint groups based on joint group division rules, thereby achieving accurate quantitative characterization of rock structure, making drilling demand judgment and parameter matching more scientific and reducing invalid drilling costs.

[0012] 2. The present invention solves the problem of blind parameter selection by using the drilling layout parameter confirmation logic and the breaker parameter confirmation logic, combined with the database to dynamically call the hole diameter, hole depth and breaker type corresponding to the compressive strength, ensuring that the drilling spacing, direction and breaker dosage are adapted to the rock characteristics during the construction process at that time, which is beneficial to reducing the drilling spacing error and saving the breaker dosage, thereby improving the construction efficiency.

[0013] 3. The present invention simulates the crack extension path, cracking radius and crushing volume under the action of the crushing agent based on a three-dimensional model. Through crack network connectivity analysis, cracking radius ratio verification and crushing volume to total volume ratio graded evaluation, and real-time generation of feedback instructions, it helps to avoid the problem of uncontrollable crack path, improve the crushing volume compliance rate, reduce the risk of secondary drilling, and solve the problem of vague crushing effect evaluation, thereby realizing quantitative management of construction quality. BRIEF DESCRIPTION OF THE DRAWINGS

[0014] In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the accompanying drawings required for describing the embodiments will be briefly introduced below. Obviously, the accompanying drawings described below are only some embodiments of the present invention. For ordinary technicians in this field, other accompanying drawings can be obtained based on these accompanying drawings without paying creative work.

[0015] Figure 1 It is a schematic diagram for implementing the method steps of the present invention.

[0016] Figure 2 It is a schematic diagram of the implementation process of the method of the present invention.

[0017] Figure 3 The figure is a flow chart for constructing a three-dimensional model corresponding to rocks of the present invention. DETAILED DESCRIPTION

[0018] The following will be combined with the drawings in the embodiments of the present invention to clearly and completely describe the technical solutions in the embodiments of the present invention. Obviously, the described embodiments are only part of the embodiments of the present invention, not all of the embodiments. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without creative work are within the scope of protection of the present invention.

[0019] See also Figure 1 As shown, the present invention provides a simulation analysis method for static drilling and blasting construction of stone roadbed, and the specific method steps are as follows: S1, simulation construction: real-time collection of basic three-dimensional information of rocks in the target stone roadbed construction area, and use it as input information to construct a corresponding three-dimensional model through a simulation model, the basic three-dimensional information includes rock joint distribution data and rock strength data.

[0020] It should be further explained that the schematic diagram of the implementation process of the method of the present invention is as follows Figure 2 shown.

[0021] In a specific example, the rock mass joint distribution data includes but is not limited to the distance between each joint and other joints and the strike angle, opening and roughness of each joint.

[0022] It should be noted that the rock mass joint distribution data is directly obtained by scanning with a three-dimensional scanner.

[0023] The rock strength data include but are not limited to compressive strength and tensile strength.

[0024] It should be noted that the specific method of obtaining the compressive strength UCS is: matching the image of the rock in the target stone roadbed construction area with the corresponding images of each rock type stored in the database to obtain the rock type of the rock in the target stone roadbed construction area, and further matching it with the lithology correlation coefficient and tensile strength-compressive strength ratio coefficient corresponding to each rock type stored in the database to obtain the lithology correlation coefficient and tensile strength-compressive strength ratio coefficient of the rock in the target stone roadbed construction area.

[0025] A portable point load meter is used to apply point load to the rock, and the compressive strength is estimated by the measured failure load. The specific formula is: ,in are the lithology correlation coefficient and the point load when the rock is destroyed, respectively.

[0026] The tensile strength is obtained by multiplying the compressive strength by the tensile strength-compressive strength ratio factor.

[0027] As a preferred feasible embodiment, Figure 3 The specific construction process of the three-dimensional model corresponding to the rock in the target rock roadbed construction area includes: A1. Data preprocessing: preprocessing the basic three-dimensional information of the rock in the target rock roadbed construction area into a format recognizable by the numerical model. Through standardized format conversion, data from different sources (such as rock joint distribution data, rock strength data) can be uniformly incorporated into the simulation model, solving the problem of incompatibility of multi-source data formats, providing basic support for subsequent modeling, and generating a continuous rock layer distribution model based on the basic three-dimensional information through GIS tools.

[0028] Specifically, the specific method of preprocessing the basic three-dimensional information and converting it into a format recognizable by the numerical model is as follows: (1) Data format conversion: converting the original data such as rock joint distribution and strength collected on site into a format supported by the numerical model (such as ASCII, CSV, JSON or the input format of a specific three-dimensional modeling software) to ensure that the data can be parsed by the simulation system.

[0029] (2) Coordinate system unification: Use geographic information system (GIS) tools to unify data from different sources (such as borehole location and joint orientation) into the same coordinate system (such as the UTM coordinate system) to eliminate spatial position deviation.

[0030] (3) Data cleaning and noise reduction: Eliminate outliers (such as incorrectly recorded joint apertures) and fill in missing data by interpolation (such as generating continuous joint distribution based on Kriging interpolation) to ensure data integrity.

[0031] A2. Layered modeling: In the simulation model building software, different areas are divided according to the rock layer distribution model, and material properties and local refinement modeling are given based on the basic three-dimensional information, so as to obtain the corresponding three-dimensional model of the rock in the target stone roadbed construction area.

[0032] Specifically, the specific operation method of assigning material properties is as follows: (1) Data mapping and classification: Through the parameterization module of the simulation software, the rock strength data (such as compressive strength and tensile strength) and the rock joint distribution data (such as joint spacing, openness, and roughness) in the basic three-dimensional information are mapped to different rock layers or regions of the three-dimensional model. For example, high elastic modulus and low Poisson's ratio parameters are assigned to high-strength rock regions, joint-dense regions are set as anisotropic material models, and friction coefficients and cohesion parameters are set for joint surfaces.

[0033] (2) Property interpolation and smoothing: Use spatial interpolation algorithms (such as the inverse distance weighted method or geostatistical methods) to make discrete rock strength and joint parameters continuous and generate a gradual material property field. Ensure that the material properties of adjacent areas in the model transition naturally and avoid simulation distortion caused by sudden changes in parameters.

[0034] The specific operation methods of the local refinement modeling are as follows: (1) Regional division and priority setting: According to the rock mass joint distribution data and rock strength gradient, key areas (such as joint intersection zones and stress concentration areas) and non-key areas are divided. For example, a higher grid density is set in areas where the joint spacing is less than 0.5m or where the rock strength changes suddenly.

[0035] (2) Mesh refinement technology: Adaptive meshing algorithm is used to automatically refine the mesh in critical areas (such as reducing the cell size from 0.5m to 0.1m), while maintaining a coarse mesh in non-critical areas to reduce computational costs.

[0036] (3) Multi-scale coupling modeling: embedding a mesoscopic model of the microscopic joint network (such as a discrete element model) into a macroscopic three-dimensional model, and realizing multi-scale collaborative simulation through interface coupling technology. For example, discrete elements are used to simulate joint extension in areas with dense joints, and continuous medium models are used in other areas to improve the simulation accuracy of the local crushing process.

[0037] The present invention realizes accurate quantitative characterization of rock mass structure by collecting rock joint distribution data and rock strength data in real time, combining GIS tools to build a three-dimensional geological model, and screening dominant joint groups based on joint group division rules, making drilling demand judgment and parameter matching more scientific and reducing ineffective drilling costs.

[0038] S2. Drilling requirement judgment: confirm the joint group distribution data based on the rock mass joint distribution data, match it with the joint distribution-drilling requirement number mapping table to determine the drilling requirement, and trigger the drilling and blasting parameter acquisition process when it is determined that drilling is required.

[0039] As a preferred feasible embodiment, the specific judgment process of the drilling demand of the rock in the target stone roadbed construction area includes: extracting the spacing between each joint of the rock in the target stone roadbed construction area and other joints and the strike angle, opening and roughness of each joint from the rock joint distribution data, and determining the spacing, strike angle, opening and roughness of each joint group of the rock in the target stone roadbed construction area according to the preset joint group division rules, and respectively screening out the joint group with the smallest spacing, the joint group with the smallest opening and the joint group with the largest roughness, and matching them with the joint distribution-drilling demand number mapping table to obtain the drilling demand numbers corresponding to the joint group with the smallest spacing, the joint group with the smallest opening and the joint group with the largest roughness. If they are all 0, the drilling demand of the rock in the target stone roadbed construction area is recorded as no drilling demand, otherwise the drilling demand of the rock in the target stone roadbed construction area is recorded as a drilling demand.

[0040] What needs to be further explained is that the smaller the spacing, the more broken the rock mass is, the more dense the drilling needs to be (conversely, it can be sparse), the larger the opening (a>1mm), the easier it is for the crusher to penetrate, the larger the drilling spacing can be, the higher the roughness (JRC>5), the more blocked the crack expansion, and more dense drilling or higher expansion pressure is required. The mapping between joint distribution and required drilling number is shown in Table 1.

[0041] Table 1 Example of mapping between joint distribution and drilling requirement

[0042]

[0043] It should be further explained that if the parameters of at least one of the three joint groups (smallest spacing, smallest opening, and largest roughness) meet the corresponding thresholds (such as d≤0.5m, a≤1mm, and JRC≥5), the required number of drilling holes is 1-3, which is determined according to the specific combination.

[0044] If the parameters of all joint groups do not meet the threshold (such as d>0.5m, a>1mm, JRC<5), the required number of drilling holes is 0.

[0045] Threshold setting logic: Spacing threshold (0.5m): When the joint spacing is less than this value, the rock fragmentation increases significantly and more drilling is required.

[0046] Opening threshold (1mm): When the opening is less than this value, the penetration of the crushing agent is difficult and needs to be compensated by drilling.

[0047] Roughness threshold (JRC = 5): When the roughness is greater than this value, the crack propagation resistance increases, and dense drilling is required to improve the fragmentation efficiency.

[0048] In a specific example, according to the joint distribution - number of drilling requirements mapping table, if the minimum spacing group d of a certain rock mass is 0.3 m (within the threshold), the minimum aperture group a is 0.8 mm (within the threshold), and the maximum roughness group JRC is 6 (within the threshold), then the number of drilling requirements is 3, and the drilling needs to be densified.

[0049] If the minimum spacing group d of another rock mass is 0.6 m (outside the threshold), the minimum aperture group a is 0.9 mm (within the threshold), and the maximum roughness group JRC is 4 (outside the threshold), then the number of drilling requirements is 1, and drilling is only carried out in the area with small aperture.

[0050] As a preferred feasible embodiment, the specific content of the joint group division rule includes: dividing each joint with the same strike angle and spacing within a preset range in the rock of the target rockfill subgrade construction area into the same joint group, and taking the maximum aperture and maximum roughness in the same joint group as the aperture and roughness.

[0051] S3. Obtaining drilling and blasting parameters: Obtain the drilling layout parameters and fracturing agent parameters from the preset parameter confirmation logic according to the basic three - dimensional information. The drilling layout parameters include drilling spacing, drilling direction, hole diameter, and hole depth, and the fracturing agent parameters include the type of static fracturing agent and the amount of static fracturing agent per hole.

[0052] As a preferred feasible embodiment, the preset parameter confirmation logic includes a drilling layout parameter confirmation logic and a fracturing agent parameter confirmation logic. Among them, the drilling layout parameter confirmation logic is: (1) Match the roughness (JRC) of the joint group with the corresponding correction coefficients stored in the database to obtain the corresponding correction coefficient of the roughness of the joint group, multiply it by the corresponding spacing, and record the result as the drilling spacing.

[0053] A specific example: Low roughness: JRC ≤ 3 (smooth), correction coefficient 0.6 - 0.8; Medium roughness: 3 < JRC ≤ 6 (concave - convex), correction coefficient 0.4 - 0.6; High roughness: JRC > 6 (extremely concave - convex), correction coefficient 0.3 - 0.4. Among them, in practical applications, the JRC value can be obtained through on - site joint surface scanning or laboratory tests, and then the corresponding correction coefficient can be matched according to the database to achieve accurate calculation of the drilling spacing.

[0054] Specifically, drilling spacing = main control joint spacing × correction coefficient. If the joint roughness grade is 1 (smooth), the correction coefficient is taken as 0.7, and the corresponding joint spacing is 1.5 m, then the drilling spacing = 1.5 m × 0.7 = 1.05 m (rounded to 1.0 m).

[0055] (2) If the borehole is located at the main controlling joint group, the strike angle of the main controlling joint group is used as the borehole strike, and the weak surface of the joint is used to guide the expansion of the cracks to reduce the energy consumption of crushing. If the borehole is located at the secondary joint group, the strike angle of the secondary joint group is set at a set angle (45°-60°) as the borehole strike, and multiple joint groups are cut through inclined holes to form a cross-crack network.

[0056] It should be noted that the main controlling joint group refers to the joint group with the largest scale, longest extension and highest density in the rock mass. Its development degree and spatial distribution play a decisive role in the integrity, stability and crack propagation path of the rock mass.

[0057] The secondary joint group refers to a joint group that is locally developed in the rock mass, has a shorter extension and lower density. Its scale and influence are relatively weak, but it makes a certain contribution to the local crushing effect of the rock mass.

[0058] A specific example, joint group 1: strike angle N40°E, spacing 0.8m, opening 2mm (main control group) → drilling direction N40°E.

[0059] Joint group 2: strike angle N80°W, spacing 1.5m → the angle between the borehole and its secondary group is 50° (i.e., the drilling direction is N30°E).

[0060] (3) The compressive strength of the rock in the target rock embankment construction area is extracted from the rock strength data, and matched with the hole diameters and designed hole depths corresponding to the compressive strengths stored in the database to obtain the hole diameter and designed hole depth of the rock in the target rock embankment construction area. The designed hole depth is added to the over-depth value to obtain the hole depth of the rock.

[0061] Specifically, the extra-deep value is the additional depth added to the designed hole depth to ensure that the static breaker fully expands at the bottom of the rock to form effective crack expansion. Its core function is to compensate for the insufficient penetration of the breaker caused by the difference in joint aperture and avoid incomplete cracking of the bottom rock.

[0062] The method for obtaining the super-deep value is: joint opening > 3mm: the super-deep value is 0.2m (the crushing agent can easily penetrate into the lower cracks, and there is no need to deepen excessively); joint opening < 1mm: the super-deep value is 0.5m (the bottom needs to expand fully to break through the low permeability resistance); joint opening between 1-3mm: the value can be obtained by interpolation or according to the adjacent threshold (such as 0.3m for 1.5mm), and the specific adjustment needs to be made based on engineering experience.

[0063] A specific example: (1) if the joint opening is 0.8 mm (<1 mm), the designed hole depth is 2.0 m (obtained from the compressive strength matching database), and the overdepth value is 0.5 m (because the opening is <1 mm), then the actual hole depth is 2.0 m + 0.5 m = 2.5 m. The small opening makes it difficult for the crushing agent to penetrate, and the hole depth needs to be increased to ensure sufficient expansion of the bottom.

[0064] (2) If the joint opening is 4mm (>3mm), the designed hole depth is 3.0m, and the over-depth value is 0.2m (because the opening is >3mm), then the actual hole depth is 3.0m+0.2m=3.2m. When the opening is large, the crushing agent is easy to penetrate, and only a small amount of over-depth is needed to ensure the bottom cracking.

[0065] (3) The joint opening is 2 mm (1-3 mm), the designed hole depth is 2.5 m, and the over-depth value is 0.3 m (assuming that it is calculated by linear interpolation method and is between 0.2 m and 0.5 m). The actual hole depth is 2.5 m + 0.3 m = 2.8 m.

[0066] As a preferred feasible embodiment, the specific content of the crusher parameter confirmation logic includes: matching the basic three-dimensional information of the rock in the target stone roadbed construction area with the static crusher type and its corresponding unit volume dose and single-hole dose correction factor corresponding to each basic three-dimensional information stored in the database, so as to obtain the static crusher type and its corresponding unit volume dose and single-hole dose correction factor of the rock in the target stone roadbed construction area.

[0067] The aperture of a single hole 、Hole depth , dose per unit volume and single hole dose correction factor The single-hole static crushing dose is calculated according to the standard calculation formula of single-hole static crushing dose .

[0068] It should be further explained that the standard calculation formula for the single hole static crushing dose is: .

[0069] The present invention solves the problem of blind parameter selection through the drilling layout parameter confirmation logic and the breaker parameter confirmation logic, combined with the database to dynamically call the hole diameter, hole depth and breaker type corresponding to the compressive strength, ensures that the drilling spacing, direction and breaker dosage are adapted to the rock characteristics in the construction process at that time, is conducive to reducing the drilling spacing error and saving the breaker dosage, and improves the construction efficiency.

[0070] S4. Drilling and blasting construction simulation: Based on the drilling layout parameters and the crushing agent parameters, the rock blasting process under the action of the crushing agent is simulated in the three-dimensional model, the crack extension path, cracking radius and crushing volume are output, the rationality of crack extension, the matching of drilling parameters and the crushing effect are analyzed, and feedback instructions are generated to optimize the parameters.

[0071] As a preferred feasibility embodiment, the specific analysis method of the rationality of crack expansion includes: extracting the crack expansion path of the rock in the target stone roadbed construction area. If it expands and connects along each drilling network to form a network of cracks, it means that the crack expansion path of the rock in the target stone roadbed construction area is a normal path, and the rationality of its crack expansion is recorded as reasonable.

[0072] If it bypasses the borehole or only cracks locally, it means that the crack expansion path of the rock in the target rock roadbed construction area is an abnormal path, and the rationality of its crack expansion is recorded as unreasonable.

[0073] It should be explained that the traditional method relies on manual experience and cannot predict whether the cracks will expand along the preset drilling network. It is common for cracks to bypass the drilling holes or crack locally, resulting in failure of the crushing effect. The present invention realizes the visualization and rationality judgment of the crack expansion path through real-time path monitoring and mesh expansion verification, analyzes the rationality of crack expansion, and improves the energy utilization rate of the crusher.

[0074] As a preferred feasible embodiment, the specific analysis method of the matching of the drilling parameters includes: extracting the tensile strength of the rock in the target stone roadbed construction area from the basic three-dimensional information Expansion pressure during rock blasting and aperture The theoretical crack radius is calculated according to the standard calculation formula of the theoretical crack radius. .

[0075] It should be further explained that the standard calculation formula for the theoretical cracking radius is: .

[0076] The cracking radius is ratioed to the theoretical cracking radius. If it is greater than a preset threshold, the matching of the drilling parameters of the rock in the target rock roadbed construction area is recorded as a match; otherwise, the matching of the drilling parameters of the rock in the target rock roadbed construction area is recorded as a mismatch.

[0077] It needs to be explained that the drilling parameters (such as spacing and aperture) set by artificial experience are difficult to accurately match the rock tensile strength and joint distribution characteristics. When the drilling parameters do not match the rock structure, the crack expansion cannot effectively connect the joint network, resulting in resource waste or incomplete crushing. Among them, when the actual cracking radius is smaller than the theoretical value, the energy of the crushing agent is not fully utilized; when the actual cracking radius is too large, it may cause excessive crushing or safety hazards.

[0078] By analyzing the ratio of theoretical cracking radius to actual cracking radius, the quantitative matching of drilling parameters and rock mechanical properties can be achieved, the problem of empirical parameter deviation can be solved, and the energy utilization rate of the crusher can be improved.

[0079] As a preferred feasible embodiment, the specific analysis method of the crushing effect includes: comparing the crushed volume of the rock in the target rock roadbed construction area with its total volume, if the ratio is , then the crushing effect is recorded as unqualified. If its ratio belongs to , then the crushing effect is recorded as medium, if its ratio belongs to , then the crushing effect is recorded as excellent, where and .

[0080] It should be explained that the present invention establishes a standardized acceptance system through graded quantitative evaluation of crushed volume ratio, solves the problem of fuzzy effect evaluation in traditional methods, and improves the controllability of construction quality. Among them, when the crushed volume does not meet the standard, it is impossible to accurately locate the parameter problem (such as too large drilling spacing or insufficient reagents), resulting in high repeated adjustment costs.

[0081] Insufficient crushing volume (such as <70%) requires additional drilling or additional reagents, while excessive crushing (such as >95%) causes energy waste, both of which affect the economic efficiency of construction.

[0082] S4. Drilling and blasting construction simulation: Based on the drilling layout parameters and the crushing agent parameters, the rock blasting process under the action of the crushing agent is simulated in the three-dimensional model, the crack extension path, cracking radius and crushing volume are output, the rationality of crack extension, the matching of drilling parameters and the crushing effect are analyzed, and feedback instructions are generated to optimize the parameters.

[0083] It should be further explained that the specific operation of analyzing the rationality of crack expansion, matching of drilling parameters and crushing effect, and generating feedback instructions to optimize parameters includes: providing feedback on the rationality of crack expansion, matching of drilling parameters and crushing effect, and triggering the corresponding parameter optimization strategy, which specifically includes the following contents: (1) If the crack expansion is unreasonable, the corresponding parameter optimization strategy can be to adjust the drilling direction (so that the angle between it and the main control joint changes from 30° to 45°) or to increase the drilling spacing to 0.6m. (2) If the drilling parameters do not match, the corresponding parameter optimization strategy can be to increase the amount of single-hole crushing agent (such as from 3kg to 4kg) or to reduce the hole spacing. (3) If the crushing effect is unsatisfactory, the corresponding parameter optimization strategy can be to increase the drilling density (such as the hole spacing from 1.2m to 1.0m) or to change the crushing agent type (such as from type II to type III).

[0084] As a preferred feasible embodiment, the method uses a database during the execution process to store correction coefficients corresponding to each roughness, store pore diameters corresponding to each compressive strength, store designed hole depths corresponding to each compressive strength, store static crusher types corresponding to each basic three-dimensional information and their corresponding unit volume doses and single-hole dose correction factors, and store images corresponding to each rock type, lithology correlation coefficients and tensile strength-compressive strength ratio coefficients.

[0085] The present invention simulates the crack propagation path, cracking radius and crushing volume under the action of a breaker based on a three-dimensional model, and through crack network connectivity analysis, cracking radius ratio verification and crushing volume to total volume ratio graded evaluation, and real-time generation of feedback instructions, it helps to avoid the problem of uncontrollable crack path, improve the crushing volume compliance rate, reduce the risk of secondary drilling, and solve the problem of vague crushing effect evaluation, thereby realizing quantitative management of construction quality.

[0086] The above contents are merely examples and explanations of the concept of the present invention. Those skilled in the art may make various modifications or additions to the specific embodiments described or replace them in a similar manner. As long as they do not deviate from the concept of the invention or exceed the scope defined by the present invention, they shall all fall within the protection scope of the present invention.

Claims

1. A static drilling and blasting construction simulation analysis method for rock subgrade, characterized by: include: S1. Simulation construction: collect basic three-dimensional information of rocks in the target rock embankment construction area in real time, and use it as input information to construct a corresponding three-dimensional model through the simulation model. The basic three-dimensional information includes rock joint distribution data and rock strength data; S2, drilling requirement judgment: confirm the joint group distribution data based on the rock mass joint distribution data, match it with the joint distribution-drilling requirement number mapping table to determine the drilling requirement, and trigger the drilling and blasting parameter acquisition process when it is determined that drilling is required; S3, drilling and blasting parameter acquisition: according to the basic three-dimensional information, the drilling layout parameters and the breaker parameters are acquired from the preset parameter confirmation logic. The drilling layout parameters include the drilling hole spacing, drilling direction, hole diameter and hole depth. The breaker parameters include the static breaker type and the single-hole static breaker dosage. S4. Drilling and blasting construction simulation: Based on the drilling layout parameters and the crushing agent parameters, the rock blasting process under the action of the crushing agent is simulated in the three-dimensional model, the crack extension path, cracking radius and crushing volume are output, the rationality of crack extension, the matching of drilling parameters and the crushing effect are analyzed, and feedback instructions are generated to optimize the parameters.

2. The method for simulating and analyzing static drilling and blasting construction of rock subgrade according to claim 1, characterized in that: The specific construction process of the rock corresponding three-dimensional model in the target rock roadbed construction area includes: A1. Data preprocessing: preprocess the basic three-dimensional information of the rock in the target rock roadbed construction area and convert it into a format recognizable by the numerical model, and generate a continuous rock layer distribution model based on the basic three-dimensional information through GIS tools; A2. Layered modeling: In the simulation model building software, different areas are divided according to the rock layer distribution model, and material properties and local refinement modeling are given based on the basic three-dimensional information, so as to obtain the corresponding three-dimensional model of the rock in the target stone roadbed construction area.

3. The static drilling and blasting construction simulation analysis method for rock subgrade according to claim 1 is characterized by: The specific judgment process of the drilling demand of the rock in the target rock roadbed construction area includes: The spacing between each joint and other joints of the rock in the target rock roadbed construction area, as well as the strike angle, opening and roughness of each joint are extracted from the rock joint distribution data. Based on this, the spacing, strike angle, opening and roughness of each joint group of the rock in the target rock roadbed construction area are determined according to the preset joint group division rules, and the joint group with the smallest spacing, the joint group with the smallest opening and the joint group with the largest roughness are screened out respectively, and they are matched with the joint distribution-drilling requirement number mapping table respectively to obtain the drilling requirement numbers corresponding to the joint group with the smallest spacing, the joint group with the smallest opening and the joint group with the largest roughness. If they are all 0, the drilling requirement of the rock in the target rock roadbed construction area is recorded as no drilling requirement, otherwise the drilling requirement of the rock in the target rock roadbed construction area is recorded as a drilling requirement.

4. The method for simulating and analyzing static drilling and blasting construction of rock subgrade according to claim 3 is characterized by: The specific contents of the joint group division rules include: The joints in the rock of the target rock roadbed construction area with the same strike angle and spacing within a preset range are divided into the same joint group, and the maximum opening and maximum roughness in the same joint group are taken as the opening and roughness.

5. The method for simulating and analyzing static drilling and blasting construction of rock subgrade according to claim 3 is characterized by: The preset parameter confirmation logic includes drilling layout parameter confirmation logic and breaker parameter confirmation logic, wherein the drilling layout parameter confirmation logic is: (1) matching the roughness of the joint group with the corresponding correction coefficients of each roughness stored in the database to obtain the corresponding correction coefficient of the roughness of the joint group, multiplying the correction coefficient by the corresponding spacing, and recording the result as the drilling spacing; (2) If the borehole is located at the main controlling joint group, the strike angle of the main controlling joint group is used as the borehole strike. If the borehole is located at the secondary joint group, the strike angle corresponding to the set angle between the strike angle and the secondary joint group is used as the borehole strike. (3) The compressive strength of the rock in the target rock embankment construction area is extracted from the rock strength data, and matched with the hole diameters and designed hole depths corresponding to the compressive strengths stored in the database to obtain the hole diameter and designed hole depth of the rock in the target rock embankment construction area. The designed hole depth is added to the over-depth value to obtain the hole depth of the rock.

6. A method for simulating and analyzing static drilling and blasting construction of rock subgrade according to claim 5, characterized in that: The specific contents of the breaker parameter confirmation logic include: The basic three-dimensional information of the rock in the target rocky roadbed construction area is matched with the static crushing agent type and its corresponding unit volume dose and single hole dose correction factor corresponding to each basic three-dimensional information stored in the database to obtain the static crushing agent type and its corresponding unit volume dose and single hole dose correction factor of the rock in the target rocky roadbed construction area; The single hole static breakup dose is calculated by the hole diameter, hole depth, unit volume dose and single hole dose correction factor according to the single hole static breakup dose standard calculation formula.

7. The method for simulating and analyzing static drilling and blasting construction of rock subgrade according to claim 1, characterized in that: The specific analysis methods for the rationality of the crack extension include: Extract the crack expansion path of the rock in the target rock embankment construction area. If it expands and connects along the drilling network to form a network of cracks, it means that the crack expansion path of the rock in the target rock embankment construction area is a normal path, and the rationality of its crack expansion is recorded as reasonable. If it bypasses the borehole or only cracks locally, it means that the crack expansion path of the rock in the target rock roadbed construction area is an abnormal path, and the rationality of its crack expansion is recorded as unreasonable.

8. The method for simulating and analyzing static drilling and blasting construction of rock subgrade according to claim 1, characterized in that: The specific analysis methods of the matching of the drilling parameters include: The theoretical cracking radius is calculated by using the tensile strength of the rock in the target rock embankment construction area extracted from the basic three-dimensional information, the expansion pressure and the pore size during the rock blasting construction process according to the standard calculation formula for the theoretical cracking radius; The cracking radius is ratioed to the theoretical cracking radius. If it is greater than a preset threshold, the matching of the drilling parameters of the rock in the target rock roadbed construction area is recorded as a match; otherwise, the matching of the drilling parameters of the rock in the target rock roadbed construction area is recorded as a mismatch.

9. The method for simulating and analyzing static drilling and blasting construction of rock subgrade according to claim 1, characterized in that: The specific analysis methods of the crushing effect include: The ratio of the crushed volume of the target rock embankment construction area to its total volume is calculated. If the ratio is , then the crushing effect is recorded as unqualified. If its ratio belongs to , then the crushing effect is recorded as medium, if its ratio belongs to , then the crushing effect is recorded as excellent, where and .

10. The method for simulating and analyzing static drilling and blasting construction of rock subgrade according to claim 1, characterized in that: The method uses a database during execution to store correction coefficients corresponding to each roughness, pore diameters corresponding to each compressive strength, designed hole depths corresponding to each compressive strength, static crusher types corresponding to each basic three-dimensional information and their corresponding unit volume doses and single-hole dose correction factors, and images corresponding to each rock type, lithology correlation coefficients and tensile strength-compressive strength ratio coefficients.

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