Rock breaking blasting time sequence analysis method and system for combined blasting

Abstract

The invention relates to the technical field of data analysis, and discloses a rock-breaking blasting time sequence analysis method and system for combined blasting. The method comprises the following steps: evaluating the manufacturing use of a deep roadway rock mass clamp through a ground stress tester to obtain constraint stress distribution data; designing graded arrangement of the wedge-shaped slotting holes based on the data to obtain hole site parameters of a main wedge shape, a second-stage wedge shape and a third-stage wedge shape; the main wedge-shaped hole position parameters and the high-energy hole parameters are cooperatively matched, and a combined blasting hole net scheme is formed; a hole net time sequence is optimized through a millisecond detonation algorithm, and detonation control parameters of the MS-1 section and the MS-3 section are determined; according to the time sequence parameters, the wedge-shaped slotting holes and the high-energy hole free faces are controlled to expand progressively, and a rock breaking detonation time sequence analysis result is generated. The technical problem that the rock breaking efficiency is low due to the fact that a traditional blasting method cannot effectively overcome rock mass clamp manufacturing in the deep high ground stress environment is solved.

Description

Technical Field

[0001] The present application relates to the field of data analysis technology, and in particular to a method and system for analyzing the timing of rock-breaking blasting in combination blasting. Background Art

[0002] Deep tunnel blasting technology is a core process for underground engineering excavation. Traditional drilling and blasting methods utilize a staged detonation process involving slot holes, auxiliary holes, peripheral holes, and floor holes to fragment the rock mass. In traditional blasting techniques, the slot hole plays a key role in forming the initial free surface at the center of the tunnel face, providing a free surface for subsequent blastholes. Detonation is performed in a fixed sequence: slot hole detonation, auxiliary hole detonation, peripheral hole detonation, and floor hole detonation. Micro-difference detonation technology is used to control the time intervals between each stage to ensure a well-organized blasting effect.

[0003] However, as mining depths continue to increase, deep tunnels face technical challenges brought about by high geostress environments. These high geostresses create a strong constriction in the rock mass, making it difficult for traditional slot blasting methods to effectively overcome this constraint. Existing technologies often employ empirically designed blasting parameters based on small spacing and high charge volume. This lacks quantitative analysis and targeted optimization of the rock constriction effect in high geostress environments. This results in unsatisfactory free-face formation after slot blasting, significantly reducing rock-breaking efficiency. Furthermore, these techniques present challenges such as low blasthole utilization, high blasting costs, and long construction cycles.

[0004] Based on the analysis of the limitations of existing technologies, deep tunnel blasting urgently needs to solve key technical problems such as how to accurately evaluate the impact of rock clamping on blasting effect under high ground stress environment, how to design slot hole layout scheme that adapts to high stress constraint conditions, how to enhance rock breaking effect through combined blasting methods, and how to optimize the detonation sequence to achieve efficient progressive expansion of the free face. The solution to these problems is directly related to the engineering application effect and economic feasibility of deep tunnel blasting technology. Summary of the Invention

[0005] The present application provides a method and system for analyzing the timing of rock breaking blasting in combination blasting, which solves the technical problem that traditional blasting methods cannot effectively overcome the rock clamping effect under deep high ground stress environments, resulting in low rock breaking efficiency.

[0006] In the first aspect, the present application provides a method for analyzing the timing of rock-breaking blasting by combined blasting, and the method for analyzing the timing of rock-breaking blasting by combined blasting includes: evaluating the clamping effect of the deep tunnel rock mass by a ground stress tester to obtain the rock mass constraint stress distribution data; designing the hierarchical arrangement of wedge-shaped slot holes on the face according to the constraint stress distribution data to obtain the main wedge, secondary wedge, and tertiary wedge slot hole position parameters; coordinating the main wedge slot hole position parameters with the high-energy hole configuration parameters to obtain a combined blasting hole network arrangement scheme; performing timing optimization calculation on the combined blasting hole network arrangement scheme by a micro-difference initiation algorithm to obtain the MS-1 section and MS-3 section initiation timing control parameters; performing progressive expansion control on the free face of the wedge-shaped slot holes and high-energy holes at all levels according to the initiation timing control parameters to obtain the rock-breaking blasting timing analysis results.

[0007] In a second aspect, the present application provides a rock-breaking blasting timing analysis system for combined blasting, the rock-breaking blasting timing analysis system for combined blasting comprising:

[0008] An evaluation module is used to evaluate the clamping effect of deep tunnel rock mass using a ground stress tester to obtain rock mass constraint stress distribution data;

[0009] The grading module is used to design the graded layout of wedge-shaped cut holes on the tunnel face based on the constraint stress distribution data, and obtain the parameters of the main wedge, secondary wedge, and tertiary wedge cut holes;

[0010] The collaborative module is used to coordinate and match the main wedge-shaped slot hole position parameters with the high-energy hole configuration parameters to obtain a combined blasting hole network layout plan;

[0011] The optimization module is used to perform timing optimization calculations on the combined blasting hole network layout plan using a micro-difference initiation algorithm to obtain the initiation timing control parameters for the MS-1 and MS-3 sections;

[0012] The control module is used to control the progressive expansion of the wedge-shaped slot holes and high-energy holes at each level on the free surface according to the detonation timing control parameters, and obtain the rock breaking detonation timing analysis results.

[0013] In a third aspect, a rock-breaking blasting timing analysis device for combined blasting is provided, comprising: a memory and at least one processor, wherein the memory stores instructions; the at least one processor calls the instructions in the memory to enable the rock-breaking blasting timing analysis device for combined blasting to execute the above-mentioned rock-breaking blasting timing analysis method for combined blasting.

[0014] In a fourth aspect, a computer-readable storage medium is provided, wherein instructions are stored in the computer-readable storage medium, which, when executed on a computer, enables the computer to execute the above-mentioned method for analyzing the timing of rock-breaking blasting of the combined blasting.

[0015] In the technical solution provided by this application, the clamping effect of deep tunnel rock mass is evaluated by using a ground stress tester and the rock mass constraint stress distribution data is obtained. This can accurately identify the constraint characteristics and stress concentration areas of the rock mass under high ground stress environment, provide a scientific basis for subsequent blasting design, and effectively solve the technical defect of traditional empirical design methods that cannot quantitatively analyze the rock mass clamping effect. According to the constraint stress distribution data, the wedge-shaped slot holes are arranged in a graded manner on the tunnel face. Through the hierarchical arrangement of the main wedge, secondary wedge, and tertiary wedge, a rock breaking pattern that gradually expands from the center to the periphery is realized. Compared with the traditional single slot hole design, it can better adapt to high stress constraint environments and significantly improve the free face formation effect. The main wedge slot hole position parameters and the high-energy hole configuration parameters are coordinated and matched to obtain a combined blasting hole network layout scheme. The high-energy hole reinforces the rock breaking effect of the unbroken rock area at the bottom of the main wedge slot hole, effectively overcoming the problem of insufficient rock breaking caused by high ground stress clamping, achieving optimized configuration of blasting energy and significantly enhancing the rock breaking effect.

[0016] The micro-difference initiation algorithm was used to optimize the timing of the combined blasting hole layout and calculate the initiation timing control parameters for the MS-1 and MS-3 sections. This algorithm fully considers the stress wave propagation characteristics and rock mass constraints in deep, high-stress blasting applications. By accurately calculating the stress wave interference time window and the time node for the formation of the free face between each blasthole, it ensures that the first blasthole fully utilizes the advantage of providing a free face for the subsequent blasthole, avoiding the degradation of blasting effect caused by mutual stress wave interference. Based on the initiation timing control parameters, the free face of each level of wedge-shaped cutout holes and high-energy holes is progressively expanded, achieving an orderly expansion of the free face from the center to the periphery. Compared with traditional fixed initiation sequences, this method has greater adaptability and specificity. By integrating the step-by-step free face expansion control sequence with the initiation sequence of auxiliary holes, peripheral holes, and floor holes, a complete rock-breaking initiation timing analysis result is formed. This provides a systematic technical solution for efficient blasting in deep tunnels. In practical engineering applications, it can significantly improve rock-breaking efficiency, reduce blasting costs, and shorten construction periods. BRIEF DESCRIPTION OF THE DRAWINGS

[0017] In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the following briefly introduces the drawings required for use in the description of the embodiments. Obviously, the drawings described below are some embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on these drawings without creative work.

[0018] Figure 1 This is a schematic diagram of an embodiment of a method for analyzing the timing of rock-breaking blasting in combination blasting in an embodiment of the present application;

[0019] Figure 2This is a schematic diagram of an embodiment of a rock-breaking blasting timing analysis system for combined blasting in an embodiment of the present application;

[0020] Figure 3 It is a schematic block diagram of the structure of a rock-breaking blasting timing analysis device for combined blasting in an embodiment of the present invention. DETAILED DESCRIPTION

[0021] The embodiments of the present application provide a method and system for analyzing the timing of rock-breaking blasting of a combined blasting. The terms "first", "second", "third", "fourth", etc. (if any) in the specification and claims of this application and the above-mentioned drawings are used to distinguish similar objects and are not necessarily used to describe a specific order or sequence. It should be understood that the data used in this way can be interchangeable where appropriate, so that the embodiments described herein can be implemented in an order other than that illustrated or described herein. In addition, the terms "including" or "having" and any variations thereof are intended to cover non-exclusive inclusions, for example, a process, method, system, product or apparatus comprising a series of steps or units is not necessarily limited to those steps or units clearly listed, but may include other steps or units that are not clearly listed or inherent to these processes, methods, products or apparatus.

[0022] For ease of understanding, the specific process of the embodiment of the present application is described below. Figure 1 In one embodiment of the present application, an embodiment of the rock breaking blasting timing analysis method for combined blasting includes:

[0023] Step S101: Using a ground stress tester to evaluate the clamping effect of the deep tunnel rock mass, and obtain rock mass restraint stress distribution data;

[0024] Step S102: Design a hierarchical arrangement of wedge-shaped cuts on the tunnel face based on the constraint stress distribution data to obtain the parameters of the main wedge-shaped, secondary wedge-shaped, and tertiary wedge-shaped cuts.

[0025] Step S103: Coordinate and match the main wedge-shaped cut hole position parameters with the high-energy hole configuration parameters to obtain a combined blasting hole network arrangement plan;

[0026] Step S104: performing timing optimization calculation on the combined blasting hole network arrangement plan by using a micro-difference initiation algorithm to obtain initiation timing control parameters for the MS-1 section and the MS-3 section;

[0027] Step S105: performing progressive expansion control on the free surface of each level of wedge-shaped cutout holes and high-energy holes according to the detonation timing control parameters to obtain the rock breaking detonation timing analysis results.

[0028] It is understandable that the execution subject of this application can be a rock breaking blasting timing analysis system for combined blasting, or a terminal or a server, which is not limited here. The embodiment of this application is described by taking a server as the execution subject as an example.

[0029] Specifically, the ground stress tester collects three-dimensional stress data of the surrounding rock of deep tunnels, including the values ​​and directions of the maximum principal stress, intermediate principal stress and minimum principal stress. These stress value data are input into the clamping coefficient calculation model, and the clamping strength index of each area is obtained by stress ratio calculation. Then, high stress concentration areas are identified through stress gradient analysis, and finally the rock mass constraint stress distribution data is formed.

[0030] Based on the constrained stress distribution data, the wedge hole position optimization algorithm first identifies the central area of ​​the stress distribution as the layout center of the main wedge-shaped slot holes. Then, based on this center, the boundaries of the secondary and tertiary wedge areas are divided outward according to the wedge geometric relationship. The specific coordinate positions of the wedge-shaped slot holes at each level are determined through geometric calculations of angle increase and radius expansion to form the geometric parameters of the graded wedge hole network.

[0031] The collaborative matching process uses spatial geometric analysis to determine the residual rock area at the bottom after blasting the main wedge cut. This area serves as the target location for the high-energy holes. By calculating the overlap between the blasting radius of the main wedge cut and the high-energy hole layout area, the effective coverage range of the collaborative rock breaking is determined. The charge density and aperture size of the high-energy holes are adjusted based on the coverage range. Ultimately, the optimized high-energy hole parameters are spatially integrated with the parameters of the main wedge cut. The differential initiation algorithm analyzes the distance between blastholes and the rock mass properties, calculates the propagation velocity and attenuation of stress waves in the rock mass, and determines the time difference in stress wave arrival between adjacent blastholes. This is used to set the initiation time for the MS-1 segment of the main wedge cut. The synchronous initiation time for the MS-3 segment of the secondary wedge cut and the high-energy hole is then calculated based on the time required for the free surface to form. The stress wave attenuation cycle is verified to ensure that the initiation of the preceding and following segments does not cause negative interference.

[0032] Based on the volume of the free surface formed by the main wedge-shaped slot hole after the detonation of the MS-1 section, the expansion boundary of the secondary free surface and the high-energy hole reinforcement area was calculated in combination with the detonation timing parameters of the MS-3 section. Based on this boundary, the detonation timing of the tertiary wedge-shaped slot holes and the collapse holes was arranged to form a time sequence for the step-by-step expansion of the free surface. Finally, it was integrated with the traditional detonation sequence of auxiliary holes, peripheral holes, and bottom plate holes to complete the entire rock breaking detonation timing analysis. For example, in a deep tunnel project, the ground stress test obtained a constraint stress distribution with a maximum principal stress of 45 MPa. Based on this, it was determined that the main wedge-shaped slot holes were arranged within 0.5 meters of the center of the tunnel face, the secondary wedge-shaped slot holes were distributed within a radius of 1.2 meters, and the tertiary wedge-shaped slot holes were distributed within a radius of 2.0 meters. The high-energy holes were arranged at a depth of 0.8 meters at the bottom of the main wedge-shaped slot holes. The micro-difference initiation algorithm calculated that the initiation interval between the MS-1 section and the MS-3 section was 25 milliseconds, ensuring that subsequent blasting was carried out after the free face was fully formed, effectively overcoming the rock clamping effect in a high ground stress environment.

[0033] In a specific embodiment, the process of executing step S101 may specifically include the following steps:

[0034] Conduct three-dimensional ground stress measurement on the surrounding rock of deep tunnels to obtain principal stress direction and stress magnitude data;

[0035] Input the stress value data into the clamping coefficient calculation model to perform constraint strength analysis and obtain the rock mass clamping coefficient distribution matrix;

[0036] Based on the rock mass clamping coefficient distribution matrix, the stress concentration area of ​​the surrounding rock area is identified and the coordinates of the high stress clamping area are obtained;

[0037] The rock mass failure threshold is corrected and calculated according to the coordinates of the high stress clamping area to obtain the rock mass restraint stress distribution data.

[0038] Specifically, three-dimensional geostress measurement involves placing stress sensors at different locations in the tunnel's surrounding rock mass to collect the numerical values ​​of the three principal stress components within the rock mass, including the maximum principal stress σ1, the intermediate principal stress σ2, and the minimum principal stress σ3. The spatial orientation angles of each principal stress are also recorded, forming a principal stress dataset containing stress magnitude and orientation information. The clamping coefficient calculation model uses principal stress data as input parameters and analyzes the rock mass's constraint state through stress ratio calculations. The clamping coefficient reflects the degree to which the rock mass is laterally constrained. The calculation uses the ratio of the maximum principal stress to the minimum principal stress as the basic parameter, combined with the influence weight of the intermediate principal stress, to form a numerical matrix describing the clamping strength of each measuring point. This matrix is ​​arranged according to the spatial coordinates of the surrounding rock mass, intuitively reflecting the distribution pattern of the clamping coefficient in three-dimensional space.

[0039] The stress concentration area identification process is based on the clamping coefficient distribution matrix. The area is divided by setting the clamping coefficient threshold. When the clamping coefficient of a certain area exceeds the set threshold, the area is marked as a high-stress clamping area. The identification process uses a neighborhood search algorithm to merge adjacent high-clamping coefficient measurement points into continuous concentrated areas, and finally outputs the center coordinates and boundary range coordinates of each high-stress clamping area.

[0040] The correction calculation of the rock mass failure threshold is based on the spatial distribution characteristics of the high-stress clamping area, and the standard rock mass failure criterion is adjusted. In the high-stress clamping area, the compressive strength and tensile strength of the rock mass will change due to the lateral constraint. The correction process uses the clamping coefficient as a correction factor to numerically adjust the original failure threshold, forming rock mass constraint stress distribution data that takes into account the spatial clamping effect. This data accurately reflects the actual bearing capacity and failure difficulty of the rock mass at different locations.

[0041] In a specific embodiment, the process of executing step S102 may specifically include the following steps:

[0042] The rock mass constraint stress distribution data is input into the wedge hole optimization algorithm to perform center area positioning analysis and obtain the center coordinates of the main wedge cut hole layout;

[0043] Based on the center coordinates of the main wedge cut hole arrangement, the wedge expansion area of ​​the tunnel face is divided to obtain the boundaries of the secondary and tertiary wedge arrangements.

[0044] According to the boundary of the wedge-shaped arrangement range, the hole spacing and angle parameters of each level of slot holes are calculated to obtain the geometric parameters of the graded wedge-shaped hole network;

[0045] The geometric parameters of the graded wedge-shaped hole network are matched and verified with the requirements for the formation of the free surface to obtain the parameters of the main wedge-shaped, secondary wedge-shaped, and tertiary wedge-shaped slots.

[0046] Specifically, after receiving rock mass constrained stress distribution data, the wedge hole optimization algorithm uses stress gradient analysis to identify the area on the tunnel face with the most dramatic stress changes. This area is typically located at the geometric center of the stress concentration point. The algorithm calculates the difference between the stress values ​​at each measuring point and those at surrounding measuring points, identifies the location with the maximum stress gradient as the blasting breakthrough point, and ultimately outputs the central coordinates of the main wedge cut hole layout, which becomes the reference point for the entire wedge layout system. The wedge expansion area division process uses the central coordinates of the main wedge cut hole layout as the starting point and is divided according to the wedge geometric expansion principle. The secondary wedge layout area is centered on the central coordinates and has an expansion radius of 1.8 times the radius of the main wedge area, forming a circular expansion area. The tertiary wedge layout area continues to expand outward, with a radius of 2.6 times the radius of the main wedge area. The division process considers the geometric boundary constraints of the tunnel face to ensure that each wedge area does not exceed the effective blasting range. The final boundary coordinates of the secondary and tertiary wedge layout ranges are obtained.

[0047] The calculation of hole spacing and angle parameters is based on the boundary of the wedge arrangement range, and the principle of equal-angle distribution is used to determine the specific positions of each level of slot holes. The main wedge-shaped slot holes are evenly distributed at an angle of 60 degrees, forming a wedge-shaped structure with 6 hole positions. The secondary wedge-shaped slot holes are distributed at an angle of 45 degrees, forming 8 hole positions in the annular area. The tertiary wedge-shaped slot holes are distributed at an angle of 30 degrees, forming a peripheral wedge-shaped structure with 12 hole positions. The hole spacing calculation determines the straight-line distance between adjacent hole positions through geometric relationships, forming the geometric parameters of the graded wedge hole network including hole position coordinates, hole spacing, and angle parameters.

[0048] The matching verification process compares and analyzes the geometric parameters of the graded wedge-shaped hole network with the requirements for free surface formation. The free surface formation requirements determine the minimum free surface volume based on the rock fragmentation requirements and the expected blasting effect. The verification process calculates the theoretical free surface volume formed after blasting the wedge-shaped slot holes at each level. When the calculation results meet the free surface formation requirements, the geometric parameters are verified. Otherwise, the hole density or angle distribution needs to be adjusted, and finally the verified main wedge, secondary wedge, and tertiary wedge slot hole parameters are output.

[0049] In a specific embodiment, the process of executing step S103 may specifically include the following steps:

[0050] Based on the main wedge-shaped cut hole parameters, the spatial positioning analysis of the bottom unbroken rock area is carried out to obtain the coordinates of the target area for high-energy hole arrangement;

[0051] The overlap between the coordinates of the target area for high-energy hole arrangement and the blasting influence range of the main wedge-shaped slot hole is calculated to obtain the coordinated rock breaking coverage area;

[0052] According to the coordinated rock breaking coverage area, the high-energy hole charge and aperture parameters are matched and optimized to obtain the corrected values ​​of the high-energy hole configuration parameters;

[0053] The modified values ​​of high-energy hole configuration parameters and the main wedge-shaped cut hole position parameters are spatially integrated to obtain the combined blasting hole network layout plan.

[0054] Specifically, the spatial positioning analysis is based on the hole position parameters of the main wedge-shaped slot. The rock damage range after blasting the main wedge-shaped slot is calculated through the blasting rock breaking model. The model determines the blasting influence radius according to the charge amount, rock strength and hole diameter parameters, and identifies areas with insufficient rock breaking within the blasting influence range, especially the unbroken rock areas at the bottom of the main wedge-shaped slot due to stress reflection and energy attenuation. The spatial coordinates and volume sizes of these areas are calculated through three-dimensional geometric analysis, and finally the coordinates of the target area for high-energy hole layout are determined.

[0055] The overlap calculation conducts a spatial geometric analysis of the coordinates of the target area where the high-energy holes are arranged and the blasting influence range of the main wedge-shaped slot holes. By calculating the ratio of the intersection volume of the two three-dimensional areas to their respective volumes, a quantitative indicator of the degree of spatial overlap is obtained. The overlap calculation takes into account the directionality and energy distribution characteristics of the blasting wave propagation. When the overlap is too high, it indicates that the high-energy hole and the main wedge-shaped slot hole have a conflicting action area. When the overlap is too low, it indicates that the synergistic effect is insufficient. The effective coverage area of ​​synergistic rock breaking is determined by optimizing the overlap value.

[0056] Matching optimization processing adjusts and calculates the charge amount and aperture parameters of the high-energy hole according to the volume size of the coordinated rock breaking coverage area and the rock strength characteristics. Charge amount optimization obtains the total energy requirement by multiplying the volume of the coverage area with the energy required for rock breaking per unit volume, and then calculates the required charge mass according to the specific energy of the explosive. Aperture parameter optimization considers the matching relationship between charge amount and aperture to ensure that the charge density is within a reasonable range. At the same time, considering the mutual influence between the high-energy hole and the main wedge-shaped slot hole, the initial parameters are corrected and adjusted to obtain the corrected value of the high-energy hole configuration parameter.

[0057] The spatial integration processing comprehensively arranges the correction values ​​of the high-energy hole configuration parameters and the main wedge-shaped slot hole position parameters. The integration process takes into account the safe distance between hole positions, the spatial requirements of the blasting sequence, and the construction feasibility constraints. Through coordinate transformation, each hole position is unified into the tunnel face coordinate system to form a combined blasting hole network layout plan that includes complete information such as hole position coordinates, hole diameter, hole depth, and charge amount. This plan ensures that the main wedge-shaped slot holes and high-energy holes are coordinated in space.

[0058] In a specific embodiment, the process of executing step S104 may specifically include the following steps:

[0059] The combined blasting hole network layout plan is input into the differential initiation algorithm to analyze the stress wave propagation path and obtain the stress wave interference time window between each blast hole.

[0060] Based on the stress wave interference time window, the MS-1 section detonation time of the main wedge-shaped cut hole is set to obtain the initial free face formation time node;

[0061] According to the initial free face formation time node, the MS-3 segment synchronous detonation sequence of the secondary wedge cut hole and the high-energy hole is calculated to obtain the coordinated rock breaking time interval parameters;

[0062] The coordinated rock-breaking time interval parameters are matched and verified with the stress wave attenuation period to obtain the detonation sequence control parameters of the MS-1 and MS-3 sections.

[0063] Specifically, after receiving the combined blasting hole network layout plan data, the micro-difference initiation algorithm calculates the propagation path of the stress wave in the rock mass according to the spatial coordinates of each blast hole and the rock medium parameters. The algorithm is based on the elastic wave propagation theory and takes into account parameters such as the density, elastic modulus and Poisson's ratio of the rock mass. It calculates the propagation time of the stress wave from each blast hole to other blast holes, and obtains the propagation time value by dividing the geometric distance by the wave velocity. At the same time, it analyzes the energy attenuation and waveform changes of the stress wave during the propagation process, determines the time range of mutual influence of stress waves between the blast holes, and forms a stress wave interference time window data matrix. The detonation time setting process is based on the stress wave interference time window data to optimize the detonation timing of the main wedge-shaped slot hole. The setting process considers the main wedge-shaped slot hole as the benchmark for the first blasting, and sets its detonation time as the zero time reference point. Then, according to the stress wave propagation characteristics and rock failure mechanism, the time required to form the free surface after the main wedge-shaped slot hole blasting is calculated. This time includes the detonation reaction time, the stress wave propagation time and the rock mass rupture and expansion time. By accumulating these time components, the initial free surface formation time node is obtained, which marks the moment when the main wedge-shaped slot hole completes rock breaking and provides a free surface for subsequent blasting.

[0064] The synchronous detonation sequence calculation determines the detonation timing of the MS-3 section of the secondary wedge-shaped slot holes and high-energy holes based on the time node of the initial free surface formation. The calculation process ensures that the main wedge-shaped slot hole has fully formed a free surface when the MS-3 section is detonated, while avoiding the negative impact caused by the mutual interference of stress waves. The timing calculation uses the time node of the initial free surface formation as a benchmark and adds the safety time interval to obtain the detonation moment of the MS-3 section. The safety time interval is determined according to the stress wave attenuation characteristics and rock mass stability requirements, and finally the coordinated rock breaking time interval parameter is obtained. This parameter ensures that the secondary wedge-shaped slot holes and high-energy holes can effectively utilize the free surface provided by the main wedge-shaped slot hole.

[0065] The matching verification process compares and analyzes the coordinated rock-breaking time interval parameters with the stress wave attenuation period to verify the rationality and safety of the blasting sequence. The stress wave attenuation period reflects the time required for the blasting stress wave to completely decay to a safe level in the rock mass. The verification process ensures that the time interval between the MS-1 section and the MS-3 section is greater than the stress wave attenuation period to avoid the adverse effects of the residual stress wave of the previous blasting on the subsequent blasting. When the time interval parameter passes the verification, it is confirmed as the final blasting sequence control parameter. Otherwise, the time interval needs to be adjusted until the verification requirements are met.

[0066] In a specific embodiment, the process of executing step S105 may specifically include the following steps:

[0067] Based on the MS-1 section detonation sequence control parameters, the main wedge-shaped cut hole was initialized to obtain the volume data of the central area free surface.

[0068] The volume data of the central area free surface and the MS-3 stage detonation sequence control parameters were used to perform an extended range calculation to obtain the boundaries of the secondary free surface and high-energy hole reinforcement area.

[0069] According to the boundary of the secondary free face, the progressive expansion sequence of the third-level wedge-shaped cut holes and caving holes is arranged to obtain the free face step-by-step expansion control sequence;

[0070] The step-by-step expansion control sequence of the free face is integrated with the detonation sequence of the auxiliary holes, peripheral holes, and bottom plate holes to obtain the rock breaking detonation timing analysis results.

[0071] Specifically, the free face initialization processing is based on the detonation timing control parameters of the MS-1 section. The blasting volume calculation model is used to analyze the volume of the cavity formed after the blasting of the main wedge-shaped slot holes. The calculation process takes into account the charge amount of the main wedge-shaped slot holes, the degree of rock fragmentation and the geometric shape of the blasting funnel. According to the standard funnel volume formula in blasting theory, combined with the blasting impedance coefficient and fragmentation index of the rock mass, the single-hole free face volume formed by each main wedge-shaped slot hole is calculated. By superimposing the contribution volumes of all main wedge-shaped slot holes, the free face volume data of the central area is obtained. This data reflects the size of the free space formed in the center of the tunnel face after the blasting of the MS-1 section is completed. The expansion range calculation uses the volume data of the central area free surface as the basic parameter, and combines the MS-3 section detonation timing control parameters to predict the range of the secondary free surface. The calculation process uses the free surface expansion model to analyze the volume increment when the secondary wedge-shaped slot hole is blasted using the central free surface. The expansion model considers the enhancement effect of the geometric boundary of the free surface on the blasting effect, and calculates the total volume and spatial distribution range of the free surface after the secondary wedge-shaped slot hole blasting. At the same time, the reinforcement and rock breaking effect of the high-energy hole on the bottom area of ​​the main wedge-shaped slot hole when the MS-3 section is synchronously detonated is analyzed. Through volume superposition and spatial merging processing, the three-dimensional boundary coordinates of the secondary free surface and the high-energy hole reinforcement area are obtained.

[0072] The progressive expansion timing arrangement optimizes the design of the detonation timing of the third-level wedge-shaped slot holes and the collapse holes according to the boundary data of the secondary free surface. The arrangement process calculates the optimal detonation time of the third-level wedge-shaped slot holes by analyzing the free surface conditions provided by the secondary free surface, ensuring that the third-level blasting is carried out after the secondary free surface is fully stabilized. The timing arrangement also considers the synergistic effect of the collapse holes and the third-level wedge-shaped slot holes, and realizes further expansion of the free surface through synchronous detonation. The calculation process includes stress wave propagation analysis, rock stability assessment and blasting effect prediction, and finally forms a step-by-step expansion control sequence of the free surface including detonation time, blasting sequence and time interval.

[0073] The integrated processing unifies the step-by-step expansion control sequence of the free face with the detonation sequence of auxiliary holes, peripheral holes, and bottom plate holes in the traditional blasting process. The integrated process follows the blasting process requirements. After the three-level wedge-shaped slot holes and collapse holes complete the free face expansion, the detonation sequence of auxiliary holes, peripheral holes, and bottom plate holes is arranged in sequence. An appropriate time interval is set between each stage to ensure that the blasting effect of the previous stage is fully exerted and good blasting conditions are provided for the next stage. The entire detonation process is globally optimized through the timing optimization algorithm to obtain a complete rock breaking detonation timing analysis result.

[0074] In a specific embodiment, the process of executing the step of arranging the progressive expansion timing of the third-level wedge-shaped cut holes and the cave-in holes according to the boundary of the second-level free surface may specifically include the following steps:

[0075] Based on the boundary of the secondary free surface, the spatial mapping analysis of the layout area of ​​the third-level wedge-shaped cutout holes is carried out to obtain the coordinate matrix of the third-level wedge-shaped hole position distribution;

[0076] The coordinate matrix of the three-level wedge hole position distribution and the caving hole arrangement parameters are synchronously matched to calculate the time node of the joint detonation of the three-level wedge and the caving hole.

[0077] According to the joint detonation time node, the expansion rate of the air-facing surface is dynamically predicted and processed to obtain the step-by-step expansion rate control parameters;

[0078] The step-by-step expansion rate control parameters and the timing intervals of the wedge-shaped slot holes at each level are serialized and organized to obtain the step-by-step expansion control sequence of the open face.

[0079] Specifically, this sub-step describes in detail the data processing process for the coordinated expansion of three-level wedge-shaped slots and caving holes. Spatial mapping analysis is based on the three-dimensional coordinate data of the boundary of the secondary free face. The boundary range is mapped to the tunnel face coordinate system through a geometric projection algorithm. The mapping process considers the irregular geometric shape and spatial distribution characteristics of the secondary free face. The effective expansion direction and available area of ​​the free face are extracted through a boundary contour recognition algorithm. Based on the layout rules and hole spacing requirements of the three-level wedge-shaped slots, the hole position coordinates are determined within the mapping area according to the wedge geometric relationship. Each hole position coordinate contains three-dimensional position information on the X, Y, and Z axes, ultimately forming a distribution coordinate matrix containing the coordinates of 12 three-level wedge-shaped slots.

[0080] The synchronous timing matching calculation comprehensively analyzes the three-level wedge hole distribution coordinate matrix and the caving hole arrangement parameters. The matching process determines the optimal time for coordinated blasting of the three-level wedge slot holes and the caving holes by calculating the spatial distance and mutual influence range between the three-level wedge slot holes and the caving holes. The calculation process takes into account the blasting range of the caving holes and the expansion requirements of the free surface of the three-level wedge slot holes. Through stress wave propagation analysis and blasting effect superposition calculation, it is determined that the three-level wedge slot holes and the caving holes need to be detonated at the same time to achieve a synergistic effect. According to the stabilization time of the secondary free surface and the stress wave attenuation requirements, the time node for the joint detonation of the three-level wedge and the caving holes is calculated.

[0081] The dynamic prediction processing predicts the expansion rate of the free face after blasting based on the joint detonation time node through the free face expansion dynamics model. The prediction process takes into account the energy release rate, rock fragmentation propagation speed and free face geometric shape change law generated by the joint blasting of the three-level wedge-shaped slot holes and the collapse holes. The curve of the free face volume change with time is calculated by the numerical integration method to obtain the expansion rate values ​​at different times. The expansion rate control parameters include the initial expansion rate, peak expansion rate and stable expansion rate. These parameters are used to guide the timing arrangement of the subsequent blasting stage and ensure the continuity of the free face expansion.

[0082] The serialized organization processing uniformly arranges the step-by-step expansion rate control parameters and the time intervals of each level of wedge-shaped slot holes. The organization process serializes the blasting moments of the main wedge-shaped slot holes of the MS-1 section, the secondary wedge-shaped slot holes and high-energy holes of the MS-3 section, and the tertiary wedge-shaped slot holes and collapse holes in the time sequence of the step-by-step expansion of the free face. The time interval between each stage is optimized and adjusted according to the expansion rate control parameters to ensure that the next stage of blasting is carried out after the free face expansion of the previous stage reaches a stable state, and finally forms a step-by-step expansion control sequence of the free face including blasting moment, time interval and expansion rate.

[0083] The above describes the rock breaking blasting timing analysis method of the combined blasting in the embodiment of the present application. The following describes the rock breaking blasting timing analysis system of the combined blasting in the embodiment of the present application. Figure 2 In one embodiment of the present application, a system for analyzing the timing of rock breaking blasting for combined blasting includes:

[0084] An evaluation module is used to evaluate the clamping effect of deep tunnel rock mass using a ground stress tester to obtain rock mass constraint stress distribution data;

[0085] The grading module is used to design the graded layout of wedge-shaped cut holes on the tunnel face based on the constraint stress distribution data, and obtain the parameters of the main wedge, secondary wedge, and tertiary wedge cut holes;

[0086] The collaborative module is used to coordinate and match the main wedge-shaped slot hole position parameters with the high-energy hole configuration parameters to obtain a combined blasting hole network layout plan;

[0087] The optimization module is used to perform timing optimization calculations on the combined blasting hole network layout plan using a micro-difference initiation algorithm to obtain the initiation timing control parameters for the MS-1 and MS-3 sections;

[0088] The control module is used to control the progressive expansion of the wedge-shaped slot holes and high-energy holes at each level on the free surface according to the detonation timing control parameters, and obtain the rock breaking detonation timing analysis results.

[0089] above Figure 2 The rock breaking blasting timing analysis system for combined blasting in an embodiment of the present invention is described in detail from the perspective of modular functional entities. The rock breaking blasting timing analysis device for combined blasting in an embodiment of the present invention is described in detail from the perspective of hardware processing.

[0090] Reference Figure 3 In the embodiment of the present invention, a device for analyzing the timing of rock breaking and blasting of combined blasting is also provided. The device for analyzing the timing of rock breaking and blasting of combined blasting can be a server, and its internal structure can be as follows: Figure 3As shown. The rock-breaking blasting timing analysis device for combined blasting includes a processor, a memory, a display screen, an input device, a network interface, and a database connected via a system bus. The computer-designed processor is used to provide computing and control capabilities. The memory of the rock-breaking blasting timing analysis device for combined blasting includes a non-volatile storage medium and an internal memory. The non-volatile storage medium stores an operating system, a computer program, and a database. The internal memory provides an environment for the operation of the operating system and the computer program in the non-volatile storage medium. The database of the rock-breaking blasting timing analysis device for combined blasting is used to store the corresponding data in this embodiment. The network interface of the rock-breaking blasting timing analysis device for combined blasting is used to communicate with an external terminal via a network connection. When the computer program is executed by the processor, the above-mentioned method is implemented.

[0091] Those skilled in the art will understand that Figure 3 The structure shown in the figure is merely a block diagram of a part of the structure related to the solution of the present invention, and does not constitute a limitation on the rock breaking blasting timing analysis device for combined blasting to which the solution of the present invention is applied.

[0092] The present invention also provides a computer-readable storage medium, which may be a non-volatile computer-readable storage medium or a volatile computer-readable storage medium. The computer-readable storage medium stores instructions. When the instructions are executed on a computer, the computer executes the steps of the method for analyzing the timing of rock breaking and blasting of the combined blasting.

[0093] Those skilled in the art will clearly understand that, for the convenience and brevity of description, the specific working processes of the above-described systems, systems and units can refer to the corresponding processes in the aforementioned method embodiments and will not be repeated here.

[0094] If the integrated unit is implemented in the form of a software functional unit and sold or used as an independent product, it can be stored in a computer-readable storage medium. Based on this understanding, the technical solution of the present invention, or the part that contributes to the prior art, or all or part of the technical solution can be embodied in the form of a software product. The computer software product is stored in a storage medium and includes several instructions for enabling a combined blasting rock breaking blasting timing analysis device (which can be a personal computer, server, or network device, etc.) to execute all or part of the steps of the method described in each embodiment of the present invention. The aforementioned storage medium includes: U disk, mobile hard disk, read-only memory (ROM), random access memory (RAM), disk or optical disk, and other media that can store program codes.

[0095] The above embodiments are only used to illustrate the technical solutions of the present invention, rather than to limit the same. Although the present invention has been described in detail with reference to the aforementioned embodiments, those skilled in the art should understand that they can still modify the technical solutions described in the aforementioned embodiments, or make equivalent replacements for some of the technical features therein. However, these modifications or replacements do not deviate the essence of the corresponding technical solutions from the spirit and scope of the technical solutions of the various embodiments of the present invention.

Claims

1. A method for analyzing the timing of rock-breaking blasting in combination blasting, characterized in that: The method comprises: The clamping effect of deep tunnel rock mass is evaluated by using a ground stress tester to obtain rock mass restraint stress distribution data; According to the constraint stress distribution data, the wedge-shaped cut holes are arranged in a graded manner on the tunnel face, and the parameters of the main wedge-shaped, secondary wedge-shaped, and tertiary wedge-shaped cut holes are obtained. The main wedge-shaped cut hole position parameters and high-energy hole configuration parameters are coordinated and matched to obtain the combined blasting hole network arrangement plan; The timing optimization calculation of the combined blasting hole network arrangement scheme was carried out by using the micro-difference initiation algorithm, and the initiation timing control parameters of the MS-1 section and MS-3 section were obtained. According to the detonation sequence control parameters, the free surface progressive expansion control of each level of wedge-shaped slot holes and high-energy holes is carried out to obtain the rock breaking detonation sequence analysis results.

2. The rock breaking blasting timing analysis method of combined blasting according to claim 1, characterized in that: The clamping effect evaluation of the deep tunnel rock mass by using the in-situ stress tester to obtain rock mass constraint stress distribution data includes: Conduct three-dimensional ground stress measurement on the surrounding rock of deep tunnels to obtain principal stress direction and stress magnitude data; Input the stress value data into the clamping coefficient calculation model to perform constraint strength analysis and obtain the rock mass clamping coefficient distribution matrix; Based on the rock mass clamping coefficient distribution matrix, the stress concentration area of ​​the surrounding rock area is identified and the coordinates of the high stress clamping area are obtained; The rock mass failure threshold is corrected and calculated according to the coordinates of the high stress clamping area to obtain the rock mass restraint stress distribution data.

3. The rock breaking blasting timing analysis method of combined blasting according to claim 1, characterized in that: The wedge-shaped cut hole hierarchical layout design is performed on the tunnel face according to the constraint stress distribution data to obtain the main wedge-shaped, secondary wedge-shaped, and tertiary wedge-shaped cut hole position parameters, including: The rock mass constraint stress distribution data is input into the wedge hole optimization algorithm to perform center area positioning analysis and obtain the center coordinates of the main wedge cut hole layout; Based on the center coordinates of the main wedge cut hole arrangement, the wedge expansion area of ​​the tunnel face is divided to obtain the boundaries of the secondary and tertiary wedge arrangements. According to the boundary of the wedge-shaped arrangement range, the hole spacing and angle parameters of each level of slot holes are calculated to obtain the geometric parameters of the graded wedge-shaped hole network; The geometric parameters of the graded wedge-shaped hole network are matched and verified with the requirements for the formation of the free surface to obtain the parameters of the main wedge-shaped, secondary wedge-shaped, and tertiary wedge-shaped slots.

4. The rock breaking blasting timing analysis method of combined blasting according to claim 1, characterized in that: The method of synergistically matching the main wedge-shaped cut hole position parameters with the high-energy hole configuration parameters to obtain a combined blasting hole network arrangement scheme includes: Based on the main wedge-shaped cut hole parameters, the spatial positioning analysis of the bottom unbroken rock area is carried out to obtain the coordinates of the target area for high-energy hole arrangement; The overlap between the coordinates of the target area for high-energy hole arrangement and the blasting influence range of the main wedge-shaped slot hole is calculated to obtain the coordinated rock breaking coverage area; According to the coordinated rock breaking coverage area, the high-energy hole charge and aperture parameters are matched and optimized to obtain the corrected values ​​of the high-energy hole configuration parameters; The modified values ​​of high-energy hole configuration parameters and the main wedge-shaped cut hole position parameters are spatially integrated to obtain the combined blasting hole network layout plan.

5. The rock breaking blasting timing analysis method of combined blasting according to claim 1, characterized in that: The timing optimization calculation of the combined blasting hole network arrangement scheme is performed by using the micro-difference initiation algorithm to obtain the initiation timing control parameters of the MS-1 section and the MS-3 section, including: The combined blasting hole network layout plan is input into the differential initiation algorithm to analyze the stress wave propagation path and obtain the stress wave interference time window between each blast hole. Based on the stress wave interference time window, the MS-1 section detonation time of the main wedge-shaped cut hole is set to obtain the initial free face formation time node; According to the initial free face formation time node, the MS-3 segment synchronous detonation sequence of the secondary wedge cut hole and the high-energy hole is calculated to obtain the coordinated rock breaking time interval parameters; The coordinated rock-breaking time interval parameters are matched and verified with the stress wave attenuation period to obtain the detonation sequence control parameters of the MS-1 and MS-3 sections.

6. The rock breaking blasting timing analysis method of combined blasting according to claim 1, characterized in that: The above-mentioned step of performing free-face progressive expansion control on the wedge-shaped cutout holes and high-energy holes at various levels according to the detonation sequence control parameters to obtain the rock breaking detonation sequence analysis results includes: Based on the MS-1 section detonation sequence control parameters, the main wedge-shaped cut hole was initialized to obtain the volume data of the central area free surface. The volume data of the central area free surface and the MS-3 stage detonation sequence control parameters were used to perform an extended range calculation to obtain the boundaries of the secondary free surface and high-energy hole reinforcement area. According to the boundary of the secondary free face, the progressive expansion sequence of the third-level wedge-shaped cut holes and caving holes is arranged to obtain the free face step-by-step expansion control sequence; The step-by-step expansion control sequence of the free face is integrated with the detonation sequence of the auxiliary holes, peripheral holes, and bottom plate holes to obtain the rock breaking detonation timing analysis results.

7. The rock breaking blasting timing analysis method of combined blasting according to claim 6, characterized in that: The stepwise expansion timing arrangement of the third-level wedge-shaped cut holes and the cave-in holes according to the boundary of the second-level free face is performed to obtain a step-by-step free face expansion control sequence, including: Based on the boundary of the secondary free surface, the spatial mapping analysis of the layout area of ​​the third-level wedge-shaped cutout holes is carried out to obtain the coordinate matrix of the third-level wedge-shaped hole position distribution; The coordinate matrix of the three-level wedge hole position distribution and the caving hole arrangement parameters are synchronously matched to calculate the time node of the joint detonation of the three-level wedge and the caving hole. According to the joint detonation time node, the expansion rate of the air-facing surface is dynamically predicted and processed to obtain the step-by-step expansion rate control parameters; The step-by-step expansion rate control parameters and the timing intervals of the wedge-shaped slot holes at each level are serialized and organized to obtain the step-by-step expansion control sequence of the open face.

8. A rock breaking blasting timing analysis system for combined blasting, characterized in that: A rock-breaking blasting timing analysis method for implementing the combined blasting according to any one of claims 1 to 7, wherein the rock-breaking blasting timing analysis system for the combined blasting comprises: An evaluation module is used to evaluate the clamping effect of deep tunnel rock mass using a ground stress tester to obtain rock mass constraint stress distribution data; The grading module is used to design the graded layout of wedge-shaped cut holes on the tunnel face based on the constraint stress distribution data, and obtain the parameters of the main wedge, secondary wedge, and tertiary wedge cut holes; The collaborative module is used to coordinate and match the main wedge-shaped slot hole position parameters with the high-energy hole configuration parameters to obtain a combined blasting hole network layout plan; The optimization module is used to perform timing optimization calculations on the combined blasting hole network layout plan using a micro-difference initiation algorithm to obtain the initiation timing control parameters for the MS-1 and MS-3 sections; The control module is used to control the progressive expansion of the wedge-shaped slot holes and high-energy holes at each level on the free surface according to the detonation timing control parameters, and obtain the rock breaking detonation timing analysis results.

9. A rock-breaking blasting timing analysis device for combined blasting, characterized in that: The method comprises a memory and a processor, wherein the memory stores a computer program that can be run on the processor, and when the processor executes the computer program, the method for analyzing the timing of rock breaking blasting of the combined blasting according to any one of claims 1 to 7 is implemented.

10. A computer-readable storage medium having a computer program stored thereon, characterized in that: When the computer program is executed by a processor, the processor is caused to execute the method for analyzing the timing of rock-breaking blasting in combination blasting according to any one of claims 1 to 7.

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