A simulation analysis method for static drilling and blasting construction of rock subgrade

Abstract

The present invention belongs to the technical field of static blasting simulation analysis, and relates to a simulation analysis method for static drilling and blasting construction of rock-filled subgrades. By collecting the data of rock joint distribution and rock strength in real time, the present invention realizes the accurate quantitative characterization of the rock mass structure, makes the judgment of drilling requirements and parameter matching more scientific, and reduces the cost of ineffective drilling. Through the confirmation logic of drilling layout parameters and the confirmation logic of fracturing agent parameters, the problem of blindness in parameter selection is solved, ensuring that the drilling spacing, orientation and fracturing agent dosage adapt to the rock mass characteristics during the construction process at that time, which is beneficial to reducing the drilling spacing error and saving the fracturing agent dosage, and improving the construction efficiency. Through the analysis of crack connectivity, the verification of cracking radius and the hierarchical evaluation of the proportion of broken volume, the problem of uncontrollable crack paths is avoided, the compliance rate of broken volume is improved, the risk of secondary drilling is reduced, and the problem of fuzzy evaluation of blasting effect is solved, realizing the quantitative management of construction quality.

Description

Technical Field

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

[0002] With the continuous development of static blasting technology, its application in domestic stone projects is becoming more and more extensive. Traditional blasting methods can no longer meet the requirements of these projects, while 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 an operation method without vibration, impact, noise, and dust, and will not cause any impact on the surrounding environment. Secondly, static blasting can take effect immediately in a short time, without waiting for the time required for traditional blasting, and has high work efficiency. In addition, static blasting can also be repeated, with remarkable working effects, bringing great convenience to stone projects.

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

[0004] Another invention application of a parametric simulation analysis method for static blasting drilling layout based on ABAQUS finite element software with the Chinese patent publication number CN116579202A mainly obtains the most efficient drilling layout parameters for static blasting through numerical simulation and analysis comparison on the drilling layout entity model, so as to obtain the optimal plan for static blasting, analyze and compare the most efficient drilling layout applicable to various static blastings, reduce the test cost, and improve the efficiency.

[0005] In the above-mentioned solutions, the optimal plan for rock blasting is obtained through analysis and calculation, but they all lack the analysis of the joint distribution data and rock strength data collected in real time on the construction site for the drilling layout and the situation of the bursting agent, so that the drilling requirements and bursting agent requirements cannot be accurately obtained according to the actual situation, thus the cost of ineffective drilling and the dosage of the bursting agent cannot be reduced, and the prior art only considers the acquisition of the optimal blasting plan, but ignores the detection and analysis of the blasting effect from multiple dimensions after the implementation of the blasting, which is not conducive to improving the construction efficiency and the passing rate of construction quality. Summary of the Invention

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

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

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

[0009] S3. Drilling and blasting parameter acquisition: Obtain the boring layout parameters and the breaking agent parameters from the preset parameter confirmation logic according to the basic three-dimensional information. The boring layout parameters include boring spacing, boring direction, hole diameter and hole depth. The breaking agent parameters include the type of static breaking agent and the amount of static breaking agent per single hole.

[0010] S4. Drilling and blasting construction simulation: Based on the boring layout parameters and the breaking agent parameters, simulate the rock blasting process under the action of the breaking agent in the three-dimensional model, output the crack propagation path, cracking radius and broken volume, analyze the rationality of crack propagation, the matching of boring parameters and the breaking effect, and generate feedback instructions to optimize the parameters.

[0011] Compared with the prior art, the beneficial effects of the present invention are as follows: 1. By real-time collecting the rock mass joint distribution data and rock strength data, combining with the GIS tool to construct a three-dimensional geological model, and screening the dominant joint group based on the joint group division rule, the present invention realizes the accurate quantitative characterization of the rock mass structure, makes the boring requirement judgment and parameter matching more scientific, and reduces the cost of ineffective boring.

[0012] 2. Through the boring layout parameter confirmation logic and the breaking agent parameter confirmation logic, and dynamically calling the hole diameter, hole depth and breaking agent type corresponding to the compressive strength in combination with the database, the present invention solves the problem of blindness in parameter selection, ensures that the boring spacing, direction and the amount of breaking agent used adapt to the rock mass characteristics during the construction process, is conducive to reducing the boring spacing error and saving the amount of breaking agent used, and improves the construction efficiency.

[0013] 3. Based on the three-dimensional model, the present invention simulates the crack propagation path, cracking radius and broken volume under the action of the breaking agent. Through the analysis of the connectivity of the crack network, the verification of the cracking radius ratio and the grading evaluation of the ratio of the broken volume to the total volume, and generating feedback instructions in real time, it helps to avoid the problem of uncontrollable crack paths, improve the compliance rate of the broken volume, reduce the risk of secondary boring, and solve the problem of fuzzy evaluation of the breaking effect, realizing the quantitative management of construction quality. Description of the Drawings

[0014] To more clearly illustrate the technical solutions of the embodiments of the present invention, the following will briefly introduce the drawings required for describing the embodiments. Obviously, the drawings in the following description are only some embodiments of the present invention. For those of ordinary skill in the art, without creative efforts, other drawings can be obtained based on these drawings.

[0015] Figure 1 It is a schematic diagram of the implementation steps of the method 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 It is a flowchart for constructing the three-dimensional model corresponding to the rock of the present invention. Specific implementation manners

[0018] The following will clearly and completely describe the technical solutions in the embodiments of the present invention in conjunction with the drawings in the embodiments of the present invention. Obviously, the described embodiments are only some embodiments of the present invention, rather than all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those of ordinary skill in the art without creative efforts belong to the scope of protection of the present invention.

[0019] Please refer to Figure 1 As shown, the present invention provides a method for simulating and analyzing static drilling and blasting construction of a rock-filled subgrade. The specific method steps are as follows: S1. Simulation and construction: Real-time collect the basic three-dimensional information of the rock in the construction area of the target rock-filled subgrade, and use it as input information to construct a corresponding three-dimensional model through a simulation model. The basic three-dimensional information includes rock mass joint distribution data and rock strength data.

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

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

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

[0023] The rock strength data includes, but is 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. Hierarchical Modeling: In the simulation model construction software, different regions are divided according to the rock stratum distribution model, and material properties are assigned to them based on the basic three-dimensional information and local refinement modeling is carried out, so as to obtain the corresponding three-dimensional model of the rock in the target rock-fill subgrade construction area.

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

[0033] (2) Attribute interpolation and smoothing processing: Spatial interpolation algorithms (such as inverse distance weighting method or geostatistical method) are used to continuously process the discrete rock strength and joint parameters to generate a gradually changing material property field. Ensure that the material properties of adjacent regions in the model transition naturally to avoid simulation distortion caused by parameter mutations.

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

[0035] (2) Mesh refinement technology: An adaptive mesh generation algorithm is used to automatically refine the mesh in key regions (such as reducing the element size from 0.5 m to 0.1 m), while maintaining a coarse mesh in non-key regions to reduce the computational cost.

[0036] (3) Multi-scale coupled modeling: A mesoscopic model of a microscopic joint network (such as a discrete element model) is embedded in the macroscopic three-dimensional model, and multi-scale collaborative simulation is realized through interface coupling technology. For example, discrete element simulation is used to simulate joint propagation in joint-dense regions, and a continuum model is used in other regions to improve the simulation accuracy of the local fragmentation process.

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

[0038] S2. Drilling requirement judgment: Based on the joint distribution data of the rock mass, confirm the joint group 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 for the drilling requirements of the rock in the target rock - filled subgrade construction area includes: extracting the spacing between each joint of the rock in the target rock - filled subgrade construction area and other joints, as well as the strike angle, aperture, and roughness of each joint from the joint distribution data of the rock mass. Accordingly, determine the spacing, strike angle, aperture, and roughness of each joint group of the rock in the target rock - filled subgrade construction area according to the preset joint group division rules, and respectively screen out the joint group with the smallest spacing, the joint group with the smallest aperture, and the joint group with the largest roughness from them. Match them 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 aperture, and the joint group with the largest roughness. If they are all 0, record the drilling requirement of the rock in the target rock - filled subgrade construction area as no drilling requirement; otherwise, record the drilling requirement of the rock in the target rock - filled subgrade construction area as drilling required.

[0040] It needs to be further explained that the smaller the spacing, the more fragmented the rock mass, and the denser the drilling is required (conversely, it can be sparser). When the aperture is large (a > 1mm), the fracturing agent is easy to penetrate, and the drilling spacing can be appropriately increased. When the roughness is high (JRC > 5), the crack propagation is blocked, and denser drilling or higher expansion pressure is required. An example of the joint distribution - drilling requirement number mapping table is shown in Table 1.

[0041] Table 1 Example of joint distribution - drilling requirement number mapping table

[0042]

[0043] It also needs to be further explained that if at least one of the parameters of the three joint groups (the smallest spacing, the smallest aperture, and the largest roughness) meets the corresponding threshold values (such as d ≤ 0.5m, a ≤ 1mm, JRC ≥ 5), the drilling requirement number is 1 - 3, which is specifically determined according to the combination situation.

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

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

[0046] Aperture threshold (1mm): When the aperture is less than this value, it is difficult for the fracturing agent to penetrate, and drilling is required for compensation.

[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 crushing 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 in the rock of the target rock - filled subgrade construction area with the same strike angle and spacing within a preset range 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 the parameters of the bursting agent 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 parameters of the bursting agent include the type of static bursting agent and the amount of static bursting agent per hole.

[0052] As a preferred feasible embodiment, the preset parameter confirmation logic includes a drilling layout parameter confirmation logic and a bursting 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 for each roughness to obtain the corresponding correction coefficient of the roughness of the joint group, and 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 testing, 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 drill hole is located at the position of the main joint group, then the direction of the main joint group is taken as the drill hole direction, and the joint weak surface is used to guide the crack propagation to reduce the crushing energy consumption. If the drill hole is located at the position of the secondary joint group, then the direction corresponding to the set angle (45° - 60°) with the strike angle of the secondary joint group is taken as the drill hole direction, and multiple joint groups are cut through the inclined hole to form a cross - crack network.

[0056] It should be noted that the main joint group refers to the joint group with the largest scale, the farthest extension, and the 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 the joint group that is locally developed, has a short extension, and a low density in the rock mass. Its scale and influence are 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, aperture 2mm (main control group) → Drill hole direction N40°E.

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

[0060] (3) Extract the compressive strength of the rock in the target rock - filled subgrade construction area from the rock strength data, match it with the corresponding aperture and designed hole depth stored in the database, obtain the aperture and designed hole depth of the rock in the target rock - filled subgrade construction area, and add the designed hole depth and the over - depth value to obtain the hole depth of the rock.

[0061] Specifically, the over - depth value is the depth additionally increased on the basis of the designed hole depth, which is used to ensure that the static crack agent expands fully at the bottom of the rock to form effective crack propagation. Its core function is to compensate for the insufficient penetration ability of the crack agent caused by the difference in joint aperture, and to avoid incomplete cracking of the bottom rock.

[0062] The way to obtain the over - depth value is as follows: Joint aperture > 3mm: The over - depth value is taken as 0.2m (the crack agent is easy to penetrate into the lower fissure, no need to deepen excessively); Joint aperture < 1mm: The over - depth value is taken as 0.5m (the bottom needs to expand fully to break through the low - penetration resistance); When the joint aperture is between 1 - 3mm: The value can be obtained by interpolation or taking the adjacent threshold value (such as taking 0.3m for 1.5mm), and specific adjustment is required in combination with engineering experience.

[0063] A specific example: (1) Suppose the joint aperture is 0.8 mm (< 1 mm), the designed hole depth is 2.0 m (obtained from the database matching the compressive strength), and the over - depth value is 0.5 m (because the aperture < 1 mm), then the actual hole depth is 2.0 m + 0.5 m = 2.5 m. The small aperture makes it difficult for the expansive agent to penetrate, so the hole depth needs to be increased to ensure full expansion at the bottom.

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

[0065] (3) The joint aperture is 2 mm (1 - 3 mm), the designed hole depth is 2.5 m, and the over - depth value is 0.3 m (assuming calculated by the linear interpolation method, between 0.2 m and 0.5 m), then 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 expansive agent parameter confirmation logic includes: matching the basic three - dimensional information of the rock in the target rock - filled subgrade construction area with the corresponding static expansive agent type, its corresponding unit volume dosage, and the single - hole dosage correction factor stored in the database to obtain the static expansive agent type, its corresponding unit volume dosage, and the single - hole dosage correction factor of the rock in the target rock - filled subgrade construction area.

[0067] The aperture of a single hole , the hole depth , the unit volume dosage and the single - hole dosage correction factor are used to calculate the single - hole static expansive dosage according to the single - hole static expansive dosage standard calculation formula .

[0068] It should be further noted that the single - hole static expansive dosage standard calculation formula is .

[0069] Through the borehole layout parameter confirmation logic and the expansive agent parameter confirmation logic of the present invention, combined with the dynamic call of the aperture, hole depth, and expansive agent type corresponding to the compressive strength in the database, the problem of blind parameter selection is solved, ensuring that the borehole spacing, orientation, and the amount of expansive agent used adapt to the rock mass characteristics during the construction process, facilitating reducing the borehole spacing error and saving the amount of expansive agent used, and improving the construction efficiency.

[0070] S4. Drilling and blasting construction simulation: Based on the drilling layout parameters and the parameters of the fracturing agent, simulate the rock blasting process under the action of the fracturing agent in the 3D model, output the crack propagation path, cracking radius, and broken volume, analyze the rationality of crack propagation, the matching of drilling parameters, and the blasting effect, and generate feedback instructions to optimize the parameters.

[0071] As a preferred feasible embodiment, the specific analysis method for the rationality of crack propagation includes: extracting the crack propagation path of the rock in the target rock-filled subgrade construction area. If it extends along each drilling network and is connected to form a network of cracks, it indicates that the crack propagation path of the rock in the target rock-filled subgrade construction area is a normal path, and the rationality of its crack propagation is recorded as reasonable.

[0072] If it bypasses the drill holes or only cracks locally, it indicates that the crack propagation path of the rock in the target rock-filled subgrade construction area is an abnormal path, and the rationality of its crack propagation is recorded as unreasonable.

[0073] It should be noted that the traditional method relies on manual experience and cannot predict whether the cracks will extend along the preset drilling network. There are often situations where the cracks bypass the drill holes or crack locally, resulting in the failure of the blasting effect. Through real-time path monitoring and network expansion verification, the present invention realizes the visualization and rationality judgment of the crack propagation path, analyzes the rationality of crack propagation, and improves the energy utilization rate of the fracturing agent.

[0074] As a preferred feasible embodiment, the specific analysis method for the matching of drilling parameters includes: comparing the tensile strength of the rock in the target rock-filled subgrade construction area extracted from the basic 3D information with the expansion pressure during the rock blasting construction process and the hole diameter to calculate the theoretical cracking radius according to the standard calculation formula for the theoretical cracking radius .

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

[0076] Take the ratio of the cracking radius to the theoretical cracking radius. If it is greater than the preset threshold, the matching of the drilling parameters of the rock in the target rock-filled subgrade construction area is recorded as matching; otherwise, the matching of the drilling parameters of the rock in the target rock-filled subgrade construction area is recorded as non-matching.

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

[0078] Through the ratio analysis of the theoretical cracking radius and the actual cracking radius, the quantitative matching of the drilling parameters and the mechanical properties of the rock mass is realized, the problem of empirical parameter deviation is solved, and the energy utilization rate of the fragmentation agent is improved.

[0079] As a preferred feasible embodiment, the specific analysis method of the fragmentation effect includes: taking the ratio of the fragmented volume of the rock in the target rock subgrade construction area to its total volume. If the ratio belongs to , the fragmentation effect is recorded as unqualified. If the ratio belongs to , the fragmentation effect is recorded as medium. If the ratio belongs to , the fragmentation effect is recorded as excellent, where and .

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

[0081] Insufficient fragmented volume (such as <70%) requires additional drilling or increasing the agent, and excessive fragmentation (such as >95%) causes energy waste, both of which affect the construction economy.

[0082] S4. Drilling and blasting construction simulation: Based on the drilling layout parameters and the fragmentation agent parameters, simulate the rock blasting process under the action of the fragmentation agent in the three-dimensional model, output the crack propagation path, cracking radius and fragmented volume, analyze the rationality of the crack propagation, the matching of the drilling parameters and the fragmentation effect, and generate feedback instructions to optimize the parameters.

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

[0084] As a preferred feasible embodiment, a database is used in the execution process of this method to store the correction coefficients corresponding to each roughness, the hole diameters corresponding to each compressive strength, the designed hole depths corresponding to each compressive strength, the types of static expansive agents corresponding to each basic three-dimensional information and their corresponding unit volume dosages and single-hole dosage correction factors, and the images corresponding to each rock type, lithology correlation coefficients, and tensile strength-compressive strength ratio coefficients.

[0085] Based on the three-dimensional model to simulate the crack propagation path, cracking radius, and crushing volume under the action of the expansive agent, through the analysis of crack network connectivity, the verification of the cracking radius ratio, and the grading evaluation of the ratio of the crushing volume to the total volume, and generating feedback instructions in real time, it helps to avoid the problem of uncontrollable crack paths, improve the passing rate of the crushing volume, reduce the risk of secondary drilling, and solve the problem of fuzzy crushing effect evaluation, realizing the quantitative management of construction quality.

[0086] The above content is only an example and illustration of the concept of the present invention. Those skilled in the art of this technology can make various modifications or supplements to the described specific embodiments or use similar methods for substitution, as long as they do not deviate from the concept of the invention or exceed the scope defined by the present invention, they should 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 crushing agent 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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