Control method and system for harmful effect of blasting construction, medium and product

Abstract

The invention discloses a blasting construction harmful effect control method and system, a medium and a product, and relates to the field of engineering construction. The method comprises the steps that a three-dimensional analysis model is constructed according to geologic structural plane data of a to-be-blasted area and spatial orientation data of a protected object, and a target area where the flying stone main throwing direction conflicts with the orientation of a vibration sensitive area is recognized based on the three-dimensional analysis model; constructing a blasting sequence according to the spatial range of the target area, the geologic structural plane occurrence and a preset safe throwing sector area; coupling simulation is conducted on the blasting sequence through the blasting dynamics simulation model, whether the flying stone throwing track and the vibration distribution meet the preset safety requirements or not is verified, and if not, blast hole grouping or detonation time difference is adjusted, and iterative optimization is conducted till a final blasting scheme meeting the flying stone throwing track and the vibration distribution at the same time is obtained; and outputting a final blasting scheme. By implementing the technical scheme, the harmful effect of blasting construction can be effectively controlled.

Description

Technical Field

[0001] This application relates to the field of engineering construction, and in particular to a method, system, medium, and product for controlling the harmful effects of blasting construction. Background Technology

[0002] In the field of engineering construction, blasting is a commonly used and effective method for rock breaking and earthwork excavation, widely applied in numerous scenarios such as mining, road and bridge construction, and urban infrastructure development. It can quickly and efficiently complete large-scale earthwork operations, significantly shortening project cycles and providing strong support for the smooth progress of various engineering projects, thus greatly promoting the development of the engineering construction industry.

[0003] In past blasting operations, to control harmful effects, most methods employed single-effect control, meaning that only one type of harmful effect was controlled, lacking comprehensive consideration and coordinated control of multiple harmful effects. For example, in some blasting projects, only the control of blasting vibrations was emphasized, while the potential hazards of blasting debris were ignored, resulting in damage to surrounding facilities from blasting debris even when blasting vibrations were controlled.

[0004] Therefore, a control method that can synergistically control harmful effects is needed. Summary of the Invention

[0005] This application provides a method, system, medium, and product for controlling the harmful effects of blasting operations, which effectively controls the harmful effects of blasting operations and ensures that the trajectory of flying rocks and the vibration distribution meet safety requirements.

[0006] In the first aspect, this application provides a method for controlling the harmful effects of blasting construction. The method includes: constructing a three-dimensional analysis model based on the geological structure surface data of the area to be blasted and the spatial orientation data of the protected object; and identifying the target area where the main throwing direction of the flying rocks conflicts with the orientation of the vibration-sensitive area based on the three-dimensional analysis model. Based on the spatial range of the target area, the geological structure surface orientation, and the preset safe throwing sector, a blasting sequence is constructed. The blasting sequence is configured as follows: the first group of boreholes detonates to create a dynamic minimum resistance line direction away from the vibration-sensitive area and towards the safe throwing sector for the subsequent group of boreholes. By setting the detonation time difference between the groups of boreholes, the safe guidance of flying rocks and the temporal dispersion of vibration energy are achieved. Using a blasting dynamics simulation model, the blasting sequence is coupled and simulated to verify whether the trajectory of the flying rocks and the vibration distribution meet the preset safety requirements. If they do not meet the requirements, the grouping of the blast holes or the initiation time difference is adjusted and iterative optimization is carried out until the final blasting scheme that simultaneously meets the trajectory of the flying rocks and the vibration distribution is obtained. Output the final blasting scheme, which includes the spatial information of the target area, the blast hole grouping rules, and the blasting sequence.

[0007] By employing the aforementioned technical solution and constructing a three-dimensional model, conflict zones where the dangerous direction of flying rocks overlaps with vibration-sensitive areas can be identified in advance and accurately, laying the foundation for subsequent precise control. By designing specific blasting sequences and detonation time differences, the direction of rock throwing is actively altered, guiding flying rocks to safe areas while simultaneously dispersing blasting vibration energy over time, achieving coordinated control of flying rocks and vibration. Pre-simulation verification is conducted using dynamics simulation, and iterative optimization ensures that the solution meets safety standards in both throwing trajectory and vibration control, improving the reliability and safety of the solution. The final output is a complete solution including spatial information, grouping rules, and detonation sequences, giving this control method the advantages of standardization, repeatability, and ease of field execution.

[0008] In some embodiments, the step of constructing a three-dimensional analysis model based on the geological structure surface data of the area to be blasted and the spatial orientation data of the protected object, and identifying target areas where the main throwing direction of the flying rocks conflicts with the orientation of the vibration-sensitive area based on the three-dimensional analysis model, specifically includes: The geological structural surface data and the spatial orientation data are fused to establish a three-dimensional analysis model. The geological structural surface data includes the occurrence, spacing, trace length and spatial location of joints, faults and bedding in the rock mass. The spatial orientation data includes the three-dimensional coordinates, structural type and corresponding safe vibration velocity threshold of buildings, pipelines and equipment. Based on the aforementioned three-dimensional analysis model and the blast energy of the borehole, the potential trajectory of flying rocks is predicted. Based on the preset blast source point and preset formula, the regional geological vibration parameters are substituted to calculate and delineate the area where the predicted ground particle vibration velocity exceeds the safe vibration velocity threshold, which is designated as the vibration sensitive area. The spatial range covered by the path of the thrown stone is spatially superimposed with the vibration-sensitive area, and the area where they intersect is determined as the target area.

[0009] By employing the aforementioned technical solution, a three-dimensional model is constructed by integrating multi-dimensional data (geological structure and protected objects), transforming abstract blasting risks into concrete and visualized spatial information, thus laying the foundation for accurate identification. It not only considers the conventional minimum resistance line but also incorporates geological structural surface data to predict the trajectory of flying rocks, making the prediction of flying rock risk more consistent with actual geological conditions and more forward-looking and accurate. By introducing geological vibration parameters and preset formulas for calculation, vibration-sensitive areas are elevated from qualitative judgment to quantitative delineation, making the assessment of vibration risk more scientific and precise.

[0010] In some embodiments, the prediction of potential flyrock throwing paths based on the blast energy of the three-dimensional analysis model and the borehole includes: In the three-dimensional analysis model, the attitude information of all structural planes is statistically analyzed to identify the dominant structural planes that control the stability of the rock mass and determine the potential slip direction; Based on the blasting energy of a single borehole and the rock mass properties within the preset range of the borehole, the magnitude and direction of the initial velocity vector obtained by the rock block at the moment of blasting are calculated. The initial velocity vector is compared with the normal direction of the dominant structural surface to decompose the explosive energy. Using a preset ballistic kinematic model, the potential trajectory of the flying stone is predicted based on gravity, air resistance, the slip guiding effect of the dominant structural surface, and the decomposed explosive energy.

[0011] By employing the aforementioned technical solution and through statistical analysis, the dominant structural planes that play a leading role in the ejection of flying rocks are identified from complex geological structures, thus grasping the key to the problem and making predictions more targeted. Combining blast energy with rock mass properties, the initial velocity vector (including magnitude and direction) of the rock fragments is calculated, elevating the source of flying rocks from qualitative description to quantitative analysis, laying the foundation for accurate trajectory prediction. By comparing the initial velocity vector with the normal direction of the dominant structural plane and performing energy decomposition, the physical simulation more realistically demonstrates how blast energy drives the rock fragments to be ejected along the structural plane, rather than simply a straight-line throw. The ballistic model comprehensively considers gravity, air resistance, and the slip-guiding effect of geological structures, making the predicted flight path closer to the actual complex working conditions, significantly improving the accuracy and reliability of the prediction results.

[0012] In some embodiments, constructing a blasting sequence based on the spatial extent of the target area, the geological structural surface orientation, and a preset safe throwing sector specifically includes: Based on the three-dimensional analysis model, a safe throwing sector is delineated in the direction away from all the vibration-sensitive areas, allowing for the throwing of flying stones. According to preset rules, the boreholes in the target area are divided into multiple sequentially detonated borehole groups, so that the first detonated borehole group creates a dynamic minimum resistance line direction toward the safe throwing sector for the subsequent detonated borehole group. The detonation time difference is set between the borehole groups based on the longitudinal wave velocity of the rock mass, the spacing between the borehole groups, and the dominant vibration frequency of the rock mass, with the detonation time difference set sequentially. The grouping of boreholes, the detonation sequence, and the detonation time difference are integrated into the blasting sequence.

[0013] By employing the aforementioned technical solution, a safe throwing sector away from the sensitive area is pre-defined in the 3D model, providing a clear and visualized spatial target and safety guide for flyrock control throughout the blasting sequence. Through grouping and sequential detonation of boreholes, the blasting effect of the first group of boreholes artificially creates a new free surface facing the safe zone for subsequent groups, thereby actively changing the direction of flyrock throwing and transforming passive protection into active guidance. The detonation time difference is scientifically set based on key parameters such as rock mass wave velocity, borehole spacing, and dominant vibration frequency, aiming to cancel out the mutual interference of sequentially generated seismic waves and achieve effective dispersion and weakening of vibration energy in the time domain. Integrating grouping, sequence, and time difference into a complete blasting sequence allows the two core control objectives of spatial guidance of flyrock and temporal dispersion of vibration to be achieved synergistically, rather than in isolation.

[0014] In some embodiments, dividing the boreholes in the target area into multiple sequentially detonated borehole groups according to a preset rule includes: Along the predetermined final blasting contour line in the target area, an internal auxiliary line is constructed by offsetting it by a predetermined safety distance in a predetermined direction. The blast holes located at or closest to the internal auxiliary line are divided into the first detonation free surface creation group. The main throwing group is defined as the borehole whose imaginary extension line in the direction of the natural minimum resistance line passes through the area defined by the free surface creation group, and whose deviation from the direction of the natural minimum resistance line and the center direction of the safe throwing sector is greater than a preset angle. The boreholes located at the bottom of the blasting area and whose bottom elevation is lower than the preset bottom plate elevation are divided into the final detonation cleaning and shaping group.

[0015] Using the above technical solution, the initial detonation air-facing face creation group artificially blasts a new free face facing the safe zone inside the blasting area, providing the prerequisite for subsequent blast holes to change the direction of flying rocks. Geometric rules are used to precisely identify those "dangerous blast holes" (main throwing group) that would otherwise fly towards sensitive areas, and these are designated as key control targets. The blast holes are functionally divided into three groups: air-facing face creation, main throwing, and bottom clearing and shaping, ensuring each group undertakes a clear and specialized sub-task, achieving refined division of labor and collaboration.

[0016] In some embodiments, setting the detonation time difference between the borehole groups, which are detonated sequentially based on the longitudinal wave velocity of the rock mass, the spacing between borehole groups, and the dominant vibration frequency of the rock mass, includes: The calculation based on the vibration dominant frequency of the rock mass can avoid the adverse superposition of vibration dominant frequency band energy, and the time difference set can be used as the first time difference range. Based on the longitudinal wave velocity of the rock mass and the spacing between the borehole groups, the minimum time difference for the formation of the dynamic free face is calculated, and the range of the second time difference is determined with the minimum time difference as the lower limit. The intersection of the first time difference range and the second time difference range is taken as the final selected range of the detonation time difference between borehole groups; Within the final selected range, corresponding delay values ​​are assigned to each sequentially detonated borehole group using rules of arithmetic progression, geometric progression, or linear correlation based on the spatial distance of the borehole groups.

[0017] The above technical solution calculates the first time difference range based on the dominant frequency of rock mass vibration, aiming to stagger the dominant frequency band of seismic waves and avoid peak amplification caused by their in-phase superposition, thereby weakening the blasting vibration effect at its source. A second time difference range is calculated based on the P-wave velocity and the spacing between boreholes, ensuring that the stress wave generated by the earlier blasting boreholes has already passed through and formed an effective dynamic free surface when the later blasting boreholes are detonated, providing the physical conditions for guiding flyrock. By taking the intersection of the two time difference ranges, the sometimes contradictory needs of vibration control and flyrock guidance are scientifically balanced, finding the optimal time difference window that simultaneously satisfies both. Within the finally selected time difference range, specific delay values ​​are allocated using rules such as arithmetic progressions, geometric progressions, or linear correlations, making the time difference setting both systematic and data-driven, while also flexibly adaptable to different blasting scales and scenarios.

[0018] In some embodiments, the method further includes: At the blasting site where the final blasting plan is implemented, measured vibration data of the protected object is collected by vibration monitoring sensors, and trajectory data of flying rocks is collected by a camera system. The measured vibration data and the trajectory data of the flying rocks are compared with the prediction results of the blasting dynamics simulation model, and the error between the prediction results and the collected values ​​is calculated. Based on the error, the key input parameters in the blasting dynamics simulation model are updated using a parameter inversion algorithm. The key input parameters include geological vibration attenuation parameters.

[0019] By employing the above technical solution, an objective assessment of the actual effect of the blasting scheme is achieved through direct comparison of on-site measured data (vibration, flyrock) with simulation prediction results. By calculating the error between predicted and measured values, the reliability of the simulation model is elevated from qualitative judgment to quantitative evaluation, clarifying the model's accuracy under current geological conditions. Based on the comparison error, a parameter inversion algorithm is used to automatically correct key input parameters in the model (such as geological vibration attenuation parameters), enabling the model to continuously learn and adapt to actual site conditions, becoming increasingly accurate with use. Updating model parameters ensures that the simulation model more realistically reflects the actual site conditions, thus providing a more reliable and accurate predictive basis for the subsequent optimization design of blasting schemes, forming a virtuous cycle of continuous improvement.

[0020] In a second aspect, embodiments of this application provide a computer system including a memory, a processor, and a computer program stored in the memory; the processor executes the computer program to implement the steps of the method described in any possible implementation of the first aspect.

[0021] Thirdly, embodiments of this application provide a computer-readable storage medium having a computer program / instructions stored thereon, which, when executed by a processor, implement the steps of the method described in any possible implementation of the first aspect.

[0022] Fourthly, embodiments of this application provide a computer program product, including a computer program / instructions, which, when executed by a processor, implement the steps of the method described in any possible implementation of the first aspect.

[0023] It is understood that the computer system provided in the second aspect, the storage medium provided in the third aspect, and the computer program product provided in the fourth aspect are all used to execute the method provided in this application. Therefore, the beneficial effects they can achieve can be referred to the beneficial effects in the corresponding methods, and will not be repeated here.

[0024] One or more technical solutions provided in the embodiments of this application have at least the following technical effects or advantages: 1. By integrating geological structure and protected object information to construct a three-dimensional analysis model, it is possible to accurately identify specific areas (target areas) in three-dimensional space where flyrock hazards and vibration hazards may overlap and conflict before blasting. This changes the traditional approach of roughly estimating the risk range and provides clear targets for subsequent precise control; 2. The core effect of the blasting sequence is the dynamic reconstruction of the blasting process. It utilizes the pre-blasting borehole group to create a dynamic minimum resistance line towards the safe zone for the subsequent blasting borehole group. This actively guides the direction of the flying rocks, causing them to avoid sensitive areas. Simultaneously, by scientifically setting the detonation time difference, the generated seismic wave energy interferes with or disperses with each other in time, thereby weakening the overall vibration after superposition. This allows the often contradictory goals of controlling flying rocks and controlling vibration to be achieved synergistically within the same sequence. 3. Before implementation, a coupled simulation of the design scheme using a blasting dynamics simulation model can be performed to predict whether the trajectory of the flying rocks and the distribution of vibrations meet the requirements. If they do not meet the requirements, adjustments and optimizations can be made in the virtual environment, forming a closed-loop iterative optimization process. This greatly reduces the risks and costs of on-site testing and, through repeated iterations, ensures that the final scheme theoretically meets both the safety standards for flying rocks and vibrations, thereby improving the reliability and success rate of the scheme. 4. The final output plan includes structured and quantified information such as the target area, grouping rules, and specific blasting sequences. This transforms the plan from a vague textual description into clear technical instructions that can directly guide the grouping of blast holes, network connections, and detonation operations on the construction site, ensuring that the design intent can be executed accurately. Attached Figure Description

[0025] Figure 1 This is a flowchart illustrating a method for controlling the harmful effects of blasting operations in an embodiment of this application. Figure 2 This is a schematic diagram of the process for constructing the blasting sequence in an embodiment of this application; Figure 3 This is a schematic diagram of an exemplary hardware structure of a computer system in an embodiment of this application. Detailed Implementation

[0026] The terminology used in the following embodiments of this application is for the purpose of describing particular embodiments only and is not intended to be limiting of this application. As used in the specification and appended claims of this application, the singular expressions “a,” “an,” “the,” “the,” “the,” and “this” are intended to include the plural expressions as well, unless the context clearly indicates otherwise. It should also be understood that the term “and / or” as used in this application refers to any or all possible combinations including one or more of the listed items.

[0027] Hereinafter, the terms "first" and "second" are used for descriptive purposes only and should not be construed as implying or suggesting relative importance or implicitly indicating the number of indicated technical features. Thus, a feature defined as "first" or "second" may explicitly or implicitly include one or more of that feature, and in the description of the embodiments of this application, unless otherwise stated, "multiple" means two or more.

[0028] The following is combined with Figure 1 The method of the embodiments of this application will be described below.

[0029] Figure 1 This is a flowchart illustrating a method for controlling harmful effects of blasting operations in an embodiment of this application. Figure 1 As shown, a method for controlling the harmful effects of blasting operations includes the following steps: S101. Based on the geological structure surface data of the area to be blasted and the spatial orientation data of the protected object, a three-dimensional analysis model is constructed. Based on the three-dimensional analysis model, the target area where the main throwing direction of the flying stone conflicts with the orientation of the vibration-sensitive area is identified. S102. Based on the spatial range of the target area, the geological structure surface orientation, and the preset safe throwing sector, a blasting sequence is constructed. The blasting sequence is configured as follows: the first group of blast holes creates a dynamic minimum resistance line direction away from the vibration-sensitive area and towards the safe throwing sector for the subsequent group of blast holes. By setting the detonation time difference between the groups of blast holes, the safe guidance of flying rocks and the temporal dispersion of vibration energy are achieved. S103. Using the blasting dynamics simulation model, the blasting sequence is coupled and simulated to verify whether the trajectory of the flying stone and the vibration distribution both meet the preset safety requirements. If they do not meet the requirements, the grouping of the blast holes or the detonation time difference is adjusted and iterative optimization is performed until the final blasting scheme that simultaneously meets the trajectory of the flying stone and the vibration distribution is obtained. S104. Output the final blasting scheme, which includes the spatial information of the target area, the blast hole grouping rules, and the blasting sequence.

[0030] Geological structural surface data: This includes the geological occurrence (strike, dip, dip angle), spacing, extension length, and precise spatial location of joints, faults, bedding, etc., within the rock mass. These structural surfaces are the weak points of the rock mass and largely determine the fracture mode of rock fragments and the possible direction of flyrock ejection during blasting. Spatial orientation data of the protected object: This includes the three-dimensional coordinates, structural type, and safe vibration velocity threshold that the buildings, pipelines, equipment, etc., to be protected can withstand. This transforms them from abstract protection targets into entities with specific locations and quantified safety standards in the model. The above two types of data are integrated in the same three-dimensional digital space to form a comprehensive model encompassing the geological environment and the protected target. This model is the sole source of truth for all subsequent spatial analyses and simulations. Prediction of the main flyrock ejection direction: Based on the three-dimensional model, combined with the design location of the blast holes and the occurrence of geological structural surfaces (especially the dominant structural surfaces), the main direction in which blasting energy is most likely to drive rock fragment ejection is analyzed. This is usually the result of the combined effect of the direction of the line of least resistance and the main structural surface. Vibration-Sensitive Zone Delineation: Using classic blasting vibration formulas (such as the Sadovsky formula), each blast hole is used as the blast source. Substituting on-site measured or empirical geological vibration attenuation parameters, the predicted particle vibration velocity values ​​at each ground point are calculated. All areas where the predicted values ​​exceed the safety threshold of the protected object are connected to form vibration-sensitive zones. In three-dimensional space, the spatial range covered by the predicted flyrock throwing path is superimposed with the calculated vibration-sensitive zones; the intersection of the two is the target area. This means that blasting in this area may produce flyrock flying towards the sensitive zone and may also trigger excessive vibrations, making it a risky area requiring key control. Delineation of Safe Throwing Fan-Shaped Zones: In the three-dimensional model, one or more azimuth ranges completely away from all vibration-sensitive zones are selected to delineate one or more fan-shaped safe zones as the "designated throwing zones" for flyrock. The blast holes within the target area are divided into multiple groups according to preset rules, and a strict detonation sequence is determined. The task of the first group of boreholes to detonate (such as the free face creation group) is not to hurle a large amount of rock in place, but to blast a new free face (free face) inside or to the side of the blasting zone, facing the safe throwing sector. For the subsequent groups of boreholes to detonate (such as the main throwing group), this newly created free face forms a new, shorter direction of minimum resistance. Since this direction points towards the safe zone, the rock will naturally be thrown in this new direction, thus achieving safe guidance of the flying rocks. The boreholes are not detonated simultaneously, but a reasonable millisecond delay is set. This time difference needs to meet two conditions: first, it must be greater than the minimum time difference between stress wave propagation and rock mass movement to form an effective new free face, ensuring the realization of the dynamic minimum resistance effect; second, it must avoid the main period of rock mass vibration, so that the main phases of the seismic waves generated successively will not be superimposed in phase, but will interfere with each other or even partially cancel each other out, thereby leveling the total vibration energy in the time dimension and reducing the peak vibration velocity.A coupled simulation of the blasting sequence (including precise borehole locations, charge quantities, grouping, and time differences) is performed using a blasting dynamics simulation model. Based on the principles of explosive mechanics, rock mechanics, and wave dynamics, the blasting dynamics simulation model numerically simulates the entire blasting process. It can visually output the trajectory of flying rocks, their impact point distribution, and vibration velocity cloud maps of the entire area. These simulation results are compared with preset safety standards (such as the furthest distance of flying rocks and the peak vibration at the protected object). If the simulation results show that flying rocks may still fall into sensitive areas or vibration exceeds the standard, it indicates that the initial design scheme has shortcomings. In this case, the design parameters can be adjusted in reverse, for example, adjusting the borehole grouping: changing the grouping boundaries, or adjusting the position and size of the free face creation group; optimizing the initiation time difference: fine-tuning the delay of each segment within the calculated reasonable range. Then, the simulation is performed again until the simulation results simultaneously meet the safety requirements for flying rocks and vibration. The scheme obtained at this point is the final blasting scheme. The final blasting scheme specifically includes the spatial information of the target area, the borehole grouping rules, and the blasting sequence. Spatial information of the target area: Clearly informs construction personnel of the areas requiring key attention. Borehole grouping rules: Detailed explanation of the grouping of each borehole and the basis for this grouping. Blasting sequence: Precise detonation network diagram, indicating the detonation sequence and specific millisecond delay time for each borehole group.

[0031] In some embodiments, the step of constructing a three-dimensional analysis model based on the geological structure surface data of the area to be blasted and the spatial orientation data of the protected object, and identifying target areas where the main throwing direction of the flying rocks conflicts with the orientation of the vibration-sensitive area based on the three-dimensional analysis model, specifically includes: The geological structural surface data and the spatial orientation data are fused to establish a three-dimensional analysis model. The geological structural surface data includes the occurrence, spacing, trace length and spatial location of joints, faults and bedding in the rock mass. The spatial orientation data includes the three-dimensional coordinates, structural type and corresponding safe vibration velocity threshold of buildings, pipelines and equipment. Based on the aforementioned three-dimensional analysis model and the blast energy of the borehole, the potential trajectory of flying rocks is predicted. Based on the preset blast source point and preset formula, the regional geological vibration parameters are substituted to calculate and delineate the area where the predicted ground particle vibration velocity exceeds the safe vibration velocity threshold, which is designated as the vibration sensitive area. The spatial range covered by the path of the thrown stone is spatially superimposed with the vibration-sensitive area, and the area where they intersect is determined as the target area.

[0032] **Attitude:** Refers to the orientation of a structural plane in three-dimensional space, including its strike, dip, and dip angle. This is the most critical parameter determining rock mass stability and the potential direction of rock block movement after blasting. **Spacing:** Refers to the average distance between adjacent structural planes. It controls the average size of rock blocks cut by the structural planes and affects the size of flyrock. **Traces:** Refers to the length of a structural plane visible in an outcrop or borehole. It can infer the extent of the structural plane's extension; large-scale faults will form significant control boundaries. **Spatial Location:** The precise location of each important structural plane in a three-dimensional coordinate system. Based on this data, discrete or continuous three-dimensional structural plane network models can be generated, visually demonstrating the cutting of the rock mass. **Three-Dimensional Coordinates:** The precise geographic coordinates of building corners, pipeline routes, equipment center points, etc. **Structural Type:** Such as brick-concrete structures, reinforced concrete frame structures, underground pipelines, etc. Different types of structures have different vibration tolerances. **Safe Vibration Velocity Threshold:** This is a core quantitative safety standard. According to national standards (such as the "Safety Regulations for Blasting" GB 6722) and numerous empirical studies, different structural types have corresponding safe limits for particle vibration velocities that will not cause damage (for example, 2.0 cm / s for residential brick buildings and 0.5 cm / s for precision instrument workshops). The protected object is placed into the model as a three-dimensional entity (such as a building model or pipeline lines), and its safe vibration velocity threshold is bound to the corresponding entity as attribute data. Through fusion, the model is no longer a simple topography, but an intelligent analysis system that includes geological weak points and protected targets and safety standards. The generation of flyrock is not only caused by the thrust of explosives, but also controlled by the original weak points (structural planes) in the rock mass. Blasting energy is preferentially released along these planes, ejecting the rock fragments it cuts. In the three-dimensional model, statistical analysis is performed on all entered structural planes to identify one or more dominant structural planes that are statistically dominant, long, and widely spaced, thus controlling the stability and movement of the rock mass. For each borehole, considering its charge quantity, blast energy, and the properties of the surrounding rock mass (density, strength), the initial velocity vector (including magnitude and direction) that the rock fragment might acquire at the moment of blast is calculated. This direction is coupled with the orientation of the dominant structural planes around the borehole. The calculated initial velocity vector (which may slip or detach along the dominant structural plane) is substituted into a pre-defined ballistic kinematic model. This model comprehensively considers gravity, air resistance, and the guiding effect of structural planes (e.g., the rock fragment is thrown along a smooth joint surface), simulating and calculating a large number of possible flyrock trajectories, ultimately forming a probability distribution cloud or coverage area of ​​flyrock throwing paths. Blasting vibrations propagate in the strata in the form of stress waves, the intensity of which decreases with increasing distance. Pre-defined formula: Usually, mature empirical formulas are used, the most commonly used being the Sadovsky formula: V=K((Q 1 / 3 ) / R) αWhere V is the particle vibration velocity (cm / s), Q is the explosive charge (kg, usually considering the maximum single-stage charge), R is the distance from the detonation center (m), and K and α are site attenuation parameters related to regional geological conditions (such as lithology and structure). Detonation source point: the center of each borehole or each borehole group within a detonation time difference segment. Regional geological vibration parameters (K, α): calculated from field small-scale test blasting data, or selected based on similar engineering experience. Spatial delineation: Using each detonation source point as the center, calculate the predicted vibration velocity value of any point in the surrounding space using the above formula. Then, delineate all areas in the model where the predicted values ​​exceed the safe vibration velocity threshold of a certain protected object. The union of all these areas constitutes the vibration-sensitive area. In the 3D model, this is usually represented as an irregular, opaque color block or isosurface surrounding the detonation source and the protected object. In the 3D analysis model, the flyrock throwing path coverage layer and the vibration-sensitive area layer are spatially superimposed (using the "intersection" operation in Boolean operations). The system automatically identifies the spatially overlapping area between two layers; this overlapping area is the final target area. Blasting within this area poses a dual hazard: it may generate flying debris towards sensitive areas and may cause excessive vibrations. This allows limited engineering control resources and attention to be highly concentrated on this area, thus achieving precise and efficient risk management.

[0033] In some embodiments, the prediction of potential flyrock throwing paths based on the blast energy of the three-dimensional analysis model and the borehole includes: In the three-dimensional analysis model, the attitude information of all structural planes is statistically analyzed to identify the dominant structural planes that control the stability of the rock mass and determine the potential slip direction; Based on the blasting energy of a single borehole and the rock mass properties within the preset range of the borehole, the magnitude and direction of the initial velocity vector obtained by the rock block at the moment of blasting are calculated. The initial velocity vector is compared with the normal direction of the dominant structural surface to decompose the explosive energy. Using a preset ballistic kinematic model, the potential trajectory of the flying stone is predicted based on gravity, air resistance, the slip guiding effect of the dominant structural surface, and the decomposed explosive energy.

[0034] In the constructed 3D analysis model, the system performs statistical analysis on the attitude (dip, dip angle) of all input joints, faults, bedding, and other structural planes, using methods such as stereographic projection or cluster analysis algorithms. Rock masses are typically cut by multiple sets of structural planes, but not all structural planes exert equal control over flyrock. Through statistical analysis, one or two sets of dominant structural planes can be identified as statistically the most developed, longest, and most interconnected. The combination of these dominant structural planes constitutes the most likely fracture boundaries and slip surfaces in the rock mass. During blasting, rock fragments will preferentially be ejected along the directions of these planes, much like a train traveling along tracks. Identifying dominant structural planes essentially determines the most likely initial direction of flyrock movement. For a single borehole, considering its charge quantity, explosive type (which determines the blast energy release rate and total amount), and the rock mass properties within a predetermined range around the borehole (such as density, wave impedance, cohesion, etc.), the initial velocity that the rock fragment can obtain at the moment of blasting is calculated using empirical formulas or mechanical models. The chemical energy of the blast is converted into the mechanical energy of the rock fragments. The calculated initial velocity vector includes both the magnitude of the velocity (determining the distance the flyrock is launched) and its initial direction. This direction is initially assumed to be the direction of the minimum resistance line of the borehole. This step transforms the motion of the flyrock from a qualitative description to a quantitative prediction, providing crucial initial conditions for subsequent accurate trajectory calculations. This is the core step, which is performed in two sub-steps: 1. Energy decomposition: Considering the guiding effect of geological structures. The calculated initial velocity vector (usually in the direction of the minimum resistance line) is compared with the normal direction of the identified dominant structural plane. If the initial velocity direction is inconsistent with the normal direction of the structural plane, it indicates that the blasting energy will not act completely perpendicular to the structural plane. The system will decompose the initial energy (velocity vector) into two components: a normal component perpendicular to the structural plane and a tangential component parallel to the structural plane. The normal component may cause the rock fragment to bounce off the structural plane, while the tangential component will cause the rock fragment to slide a certain distance along the structural plane before being launched. This decomposition process realistically simulates how blast energy is affected by geological structural surfaces, changing its direction and making the prediction more realistic. If the rock block slides completely along a smooth, steeply dipping joint surface, its final projection direction may deviate significantly from the line of least resistance. 2. Comprehensive ballistic simulation: predicting the complete trajectory. The decomposed blast energy (i.e., the decomposed velocity vector) is used as the initial condition and input into a preset ballistic kinematic model. This model comprehensively considers gravity, air resistance, and the slip guidance effect of dominant structural surfaces. Gravity: causes the flyball to move in a parabolic trajectory. Air resistance: related to the speed, shape, and cross-section of the flyball, it consumes its kinetic energy and affects the flight distance. Slip guidance effect of dominant structural surfaces: that is, the constraint and guiding effect of the structural surfaces on the direction of rock block movement in the initial stage of flight. Through extensive calculations (e.g., Monte Carlo simulation, considering parameter uncertainties), the model can output the most likely projection path, dispersion range, maximum flight distance, and impact point distribution map of the flyball.By incorporating geological guidance and air resistance, the prediction results far exceed simple parabolic estimations. It can reveal that, due to the presence of specific structural planes, flyrock may be propelled in an unusual direction that conventional experience cannot predict.

[0035] Figure 2 This is a flowchart illustrating the process of constructing the blasting sequence in an embodiment of this application, as shown below. Figure 2 As shown, based on the spatial range of the target area, the geological structure and orientation of the surface, and the pre-defined safe throwing sector, a blasting sequence is constructed, specifically including: S201. Based on the three-dimensional analysis model, a safe throwing sector is delineated in the direction away from all the vibration-sensitive areas, allowing for the throwing of flying stones. S202. Divide the boreholes in the target area into multiple sequentially detonated borehole groups according to preset rules, so that the first detonated borehole group creates a dynamic minimum resistance line direction toward the safe throwing sector for the subsequent detonated borehole group. S203. The detonation time difference is set between the borehole groups that are detonated sequentially according to the longitudinal wave velocity of the rock mass, the spacing between the borehole groups, and the dominant vibration frequency of the rock mass. S204. The grouping of blast holes, the detonation sequence, and the detonation time difference are integrated into the blasting sequence.

[0036] In the 3D analysis model, a 360° azimuth analysis is performed with the target area as the center. One or more consecutive azimuth ranges completely away from vibration-sensitive areas (such as buildings and pipelines) are identified. This range is defined as one or more sectors, called safe throwing sectors. This is not an arbitrary choice, but a spatial elimination decision based on the precise spatial location of the protected object in the 3D model. Any direction pointing towards or potentially affecting sensitive areas is excluded. The defined sectors are visualized in the model, providing a clear spatial guidance target for subsequent borehole grouping and minimum resistance line direction design. All control measures will aim to guide flyrock into this sector. Boreholes within the target area are divided into multiple groups according to their spatial location and geological conditions, with a strict detonation sequence specified (e.g., Group 1, Group 2, Group 3...). The core of the pre-defined rules is functional decomposition and dynamic collaboration. It no longer treats all boreholes as equals, but rather assigns specialized roles based on their different functions in the overall task of controlling the direction of rockfall. Through a strict detonation sequence, the first-detonation group actively creates favorable conditions (i.e., a dynamic free face towards the safe zone) for the subsequent-detonation group, thereby achieving coordinated guidance control of the rockfall. Free Face Creation Group (First Detonation): These boreholes are positioned inside the final blasting profile. Their blasting purpose is not to blast a large amount of rock, but to create a new cavity or slope within the rock mass, facing a safe throwing sector. This newly formed surface is an artificial free face. Main Throwing Group (Subsequent Detonation): The natural line of least resistance of these boreholes may originally point to the sensitive area. However, because the first-detonation group has created a new, closer free face, for the main throwing group, this new free face direction becomes the new, shortest line of resistance direction, i.e., the dynamic line of least resistance. Based on the principle that blasting energy is always preferentially released towards the line of least resistance, the blasting energy of the main throwing group will naturally be released towards this newly created safe zone, thus throwing the rock into the safe throwing sector. This achieves a fundamental shift from passive protection to active guidance. A precise millisecond-level delay is set between the sequentially detonated borehole groups. The time difference setting needs to simultaneously meet two key physical conditions: ensuring the formation of a dynamic free surface (used to construct the lower limit of the time difference) and achieving vibration energy dispersion (used to construct the upper limit / optimal range of the time difference). The lower limit of the time difference is constructed based on the longitudinal wave velocity of the rock mass and the spacing between the borehole groups. This time difference ensures that when the next group of boreholes is detonated, the stress wave generated by the previous group of boreholes has already propagated, and the rock mass has undergone a certain displacement and cracking, truly forming an effective dynamic free surface. If the time difference is too short, the subsequent detonation group is equivalent to blasting in solid rock, resulting in guidance failure. The optimal time difference is constructed based on the dominant vibration frequency of the rock mass. This time difference aims to cause the main phases of the successively generated seismic waves to be misaligned, producing phase superposition, thereby canceling out some energy and reducing the peak value of the synthesized vibration. If the time difference is an integer multiple of the oscillation period, it will lead to superposition of in-phase vibrations, amplifying the vibration, which must be avoided.The final detonation time difference will be selected as close as possible to the theoretical optimal time difference, while ensuring it is greater than or equal to the minimum time difference, in order to achieve the dual objectives of guidance and vibration reduction. The final blasting sequence is usually presented in the form of a detonation network diagram or a blasting parameter table. It will clearly indicate: the group of each borehole; the detonation order between groups (e.g., MS1, MS3, MS5...); and the specific delay time between each group (e.g., 25 milliseconds between group 1 and group 2).

[0037] In some embodiments, dividing the boreholes in the target area into multiple sequentially detonated borehole groups according to a preset rule includes: Along the predetermined final blasting contour line in the target area, an internal auxiliary line is constructed by offsetting it by a predetermined safety distance in a predetermined direction. The blast holes located at or closest to the internal auxiliary line are divided into the first detonation free surface creation group. The main throwing group is defined as the borehole whose imaginary extension line in the direction of the natural minimum resistance line passes through the area defined by the free surface creation group, and whose deviation from the direction of the natural minimum resistance line and the center direction of the safe throwing sector is greater than a preset angle. The boreholes located at the bottom of the blasting area and whose bottom elevation is lower than the preset bottom plate elevation are divided into the final detonation cleaning and shaping group.

[0038] In the 3D design, the final blasting outline of the project is determined, i.e., the final boundary to be formed after the blast. This final blasting outline is offset by a pre-calculated safety distance towards the interior of the blasting area (i.e., the side of the rock mass to be blasted), thus generating a new internal guideline. All boreholes whose spatial location lies on or is closest to this internal guideline are assigned to this group. The core task of this group of boreholes is not to hurle large amounts of rock, but to perform precise cutting. Its blasting aims to pre-tear the rock mass from the inside along the internal guideline, thereby artificially creating a new, continuous free face within the blasting area. The orientation of this newly created free face is carefully designed, and it must face the previously defined safe blasting sector. This new free face provides a shortest resistance line direction pointing towards the safe area for all subsequent boreholes. The safety distance is crucial; it must ensure that: the created free face is large enough and effective enough; and that the blasting does not damage or vibrate the outline rock mass that needs to be preserved, ensuring the stability of the slope or foundation. In the 3D analysis model, for each unclassified borehole, an imaginary direction of its natural minimum resistance line (i.e., the direction in which the resistance line is shortest and energy is most easily released under the original terrain and geological conditions) is assumed, and an imaginary extension line is drawn along this direction. If this imaginary extension line passes through the area formed by the initial detonation of the free face creation group, the borehole enters the candidate list. From the candidate list, boreholes with an angle greater than a preset angle (e.g., 30° or 45°) between their natural minimum resistance line direction and the center direction of the safe throwing sector are further selected and formally included in this group. This rule can accurately locate high-risk boreholes that are originally highly likely to throw flyrock into unsafe areas (i.e., vibration-sensitive areas) because their natural throwing direction deviates greatly from the safe direction. For these high-risk boreholes, after the free face creation group detonates first, the newly created free face facing the safe area replaces its original natural free face and becomes the new, shorter dynamic minimum resistance line. Based on the core principle that blasting energy is always preferentially released towards the line of least resistance, the explosive energy of these high-risk blast holes will be forcibly guided to this new safe direction, thereby achieving an active and forced change in the trajectory of the flying rocks. All blast holes located at the bottom of the blasting area, whose bottom elevation is lower than the preset final design elevation of the base slab, are assigned to this group. This group is the support and finishing group. After the main rock is blasted, there are usually residual foundations (unblasted rock) at the bottom of the blasting area, and the slope profile may not be smooth. Because the depth of these blast holes exceeds the design elevation, they ensure that the foundations are completely broken, making the post-blast base slab smooth and reaching the design elevation. They perform a final finishing touch on the final profile, ensuring that the forming quality of the slope or foundation meets engineering requirements and avoiding secondary treatment.

[0039] In some embodiments, setting the detonation time difference between the borehole groups, which are detonated sequentially based on the longitudinal wave velocity of the rock mass, the spacing between borehole groups, and the dominant vibration frequency of the rock mass, includes: The calculation based on the vibration dominant frequency of the rock mass can avoid the adverse superposition of vibration dominant frequency band energy, and the time difference set can be used as the first time difference range. Based on the longitudinal wave velocity of the rock mass and the spacing between the borehole groups, the minimum time difference for the formation of the dynamic free face is calculated, and the range of the second time difference is determined with the minimum time difference as the lower limit. The intersection of the first time difference range and the second time difference range is taken as the final selected range of the detonation time difference between borehole groups; Within the final selected range, corresponding delay values ​​are assigned to each sequentially detonated borehole group using rules of arithmetic progression, geometric progression, or linear correlation based on the spatial distance of the borehole groups.

[0040] The dominant frequency (f) of blasting vibration is a characteristic frequency of rock mass response to blasting impact, with a period T = 1 / f. If the time difference (Δt) between the detonation of two blast hole groups is exactly an integer multiple of the vibration period T (i.e., Δt = n × T, where n is a positive integer), then the seismic wave fluctuations they generate will be synchronized, with wave crests superimposed, producing an unfavorable superposition effect, making the combined vibration velocity far exceed that of a single-stage blast. To disperse energy, the time difference needs to avoid being an integer multiple of T. Typically, the optimal time difference (Δt_optimal) should be set near an odd multiple of half the vibration period, i.e., Δt_optimal ≈ (n + 1 / 2) × T (where n is a positive integer). Around these optimal time difference points, a reasonable upper and lower fluctuation range (e.g., ±5ms) is set. The set of all time differences that meet this condition constitutes the first time difference range. Any time difference within this range can effectively achieve temporal dispersion and attenuation of vibration energy. The stress wave generated by blasting propagates in the rock mass at a longitudinal wave velocity (Cp). The subsequent blasting borehole group is only effective after the stress wave from the preceding borehole group has propagated, the rock mass has shifted and fractured, and a new free surface has formed. The minimum time difference (Δt_min) for the formation of the dynamic free surface is determined by the borehole group spacing (D) and the longitudinal wave velocity (Cp), and its calculation formula is: Δt_min = D / Cp. This time difference ensures that the stress wave has sufficient time to propagate from the first blasting borehole group to the subsequent blasting borehole group, completing energy transfer and rock fracturing. The calculated Δt_min is used as the absolute lower limit. If the time difference is less than this value, the subsequent blasting borehole group is equivalent to blasting in solid rock, resulting in guidance failure and possibly even reverse ejection. Therefore, the second time difference range is defined as an interval [Δt_min, +∞), but a reasonable upper limit is set in actual engineering. The intersection of the first time difference range (vibration control requirements) and the second time difference range (blasting effect requirements) is calculated. This intersection is the final feasible solution window. It ensures that any selected time difference guarantees both the prevention of vibration energy amplification and the effective formation of a dynamic free surface, thus truly achieving coordinated control of flyrock guidance and vibration dispersion. If the intersection is empty, it is necessary to return to adjust design parameters such as borehole grouping or spacing. Arithmetic progression: The time difference between groups maintains a fixed difference (e.g., 25ms difference between groups 1-2, and 25ms difference between groups 2-3). This rule is simple, easy to implement, and suitable for small-scale blasting with uniform grouping. Geometric progression: The time difference between groups increases proportionally (e.g., 25ms, 50ms, 100ms...). This better conforms to the physical laws of vibration energy accumulation and attenuation, and for large-scale blasting with many groups, it can better prevent the vibration accumulation effect of later-row boreholes. Linear correlation based on spatial distance: The time difference is directly proportional to the spatial distance between borehole groups. The greater the distance, the more time is left for the formation of a dynamic free surface and vibration propagation, and the time difference setting should be increased accordingly. This reflects the physical correlation between time difference setting and spatial layout, and is the most scientific and reasonable.

[0041] In some embodiments, the method further includes: At the blasting site where the final blasting plan is implemented, measured vibration data of the protected object is collected by vibration monitoring sensors, and trajectory data of flying rocks is collected by a camera system. The measured vibration data and the trajectory data of the flying rocks are compared with the prediction results of the blasting dynamics simulation model, and the error between the prediction results and the collected values ​​is calculated. Based on the error, the key input parameters in the blasting dynamics simulation model are updated using a parameter inversion algorithm. The key input parameters include geological vibration attenuation parameters.

[0042] Vibration monitoring sensors (usually triaxial velocity / accelerometers) are deployed at critical locations such as protected buildings and pipeline foundations to record the ground particle vibration velocity / accelerometer time history curves throughout the blasting process. The core data are peak power velocity (PPV) and dominant frequency, which are the two most important indicators for assessing the hazard of blasting vibration, thus obtaining the actual vibration intensity experienced by the protected object. High-speed or conventional camera systems are installed at safe locations at the blasting site to record the blasting process from multiple angles. The entire process of flyrock generation, projection, and landing is captured on video. Subsequent video analysis can identify the initial projection angle, maximum flight distance, and main impact point distribution areas of the flyrock, thereby outlining the actual impact range of the flyrock. The collected measured vibration data and flyrock trajectory data are compared one by one with the predicted results output from the blasting dynamics simulation model. The peak power velocity predicted by the model at a certain monitoring point is compared with the measured peak power velocity to calculate the relative or absolute error. The model's predicted maximum distance and main impact area of ​​flying rocks are overlaid and compared with the actual range obtained from video analysis to assess their consistency. This clearly reveals the adaptability of the current simulation model to the specific geological conditions of the site. Taking vibration control as an example, the most commonly used inversion parameters are geological vibration attenuation parameters (such as the K and α values ​​in the Sadovsky formula). Algorithms (such as least squares method, genetic algorithm, etc.) automatically and repeatedly adjust the values ​​of K and α and substitute them into the simulation model for recalculation until the error between the predicted vibration value output by the model and the measured vibration value is minimized. The set of K and α values ​​obtained at this time is the calibrated parameter that better matches the actual geological conditions of the current site. The more accurate key input parameters obtained from the inversion calculation (such as the calibrated K and α values, and possibly rock mass strength parameters, etc.) are updated into the blasting dynamics simulation model, replacing the previously used empirical values ​​or initial estimates.

[0043] The above describes a method for controlling the harmful effects of blasting construction in the embodiments of this application. The computer system in the embodiments of this application will be described in detail below in conjunction with the above method for controlling the harmful effects of blasting construction.

[0044] Please see Figure 3 This is a schematic diagram of an exemplary hardware structure of a computer system in an embodiment of this application.

[0045] In some embodiments, the computer system 300 includes a computer device, which may be a terminal device. The computer device includes a processor 301, a memory 302, a sensor module 303, a communication module 304, an input device 305, and an output device 306 connected via a system bus. The processor 301 of the computer device provides computing and control capabilities. The memory 302 of the computer device includes a non-volatile storage medium and internal memory. The non-volatile storage medium stores an operating system, computer programs, and a database. The internal memory provides an environment for the operation of the operating system and computer programs in the non-volatile storage medium. The database is used to store data.

[0046] Those skilled in the art will understand that Figure 3 The structure shown is merely a block diagram of a portion of the structure related to the present application and does not constitute a limitation on the computer device to which the present application is applied. Specific computer devices may include more or fewer components than those shown in the figure, or combine certain components, or have different component arrangements.

[0047] In some embodiments of this application, a computer-readable storage medium is provided, including instructions that, when executed on a computer system 300, cause the computer system 300 to perform a method for controlling the harmful effects of blasting construction according to an embodiment of this application.

[0048] In some embodiments of this application, a computer program product is also provided, which, when run on a computer system 300, causes the computer system 300 to execute a method for controlling the harmful effects of blasting construction according to an embodiment of this application.

[0049] The above-described embodiments are only used to illustrate the technical solutions of this application, and are not intended to limit it. Although this application has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some of the technical features. Such modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the scope of the technical solutions of the embodiments of this application.

[0050] In the above embodiments, implementation can be achieved entirely or partially through software, hardware, firmware, or any combination thereof. When implemented using software, it can be implemented entirely or partially in the form of a computer program product. The computer program product includes one or more computer instructions. When the computer program instructions are loaded and executed on a computer, all or part of the processes or functions described in the embodiments of this application are generated. The computer can be a general-purpose computer, a special-purpose computer, a computer network, or other programmable device. The computer instructions can be stored in a computer-readable storage medium or transmitted from one computer-readable storage medium to another. For example, the computer instructions can be transmitted from one website, computer, server, or data center to another website, computer, server, or data center via wired (e.g., coaxial cable, fiber optic, digital subscriber line) or wireless (e.g., infrared, wireless, microwave, etc.) means. The computer-readable storage medium can be any available medium that a computer can access or a data storage device such as a server or data center that integrates one or more available media. The available medium can be a magnetic medium (e.g., floppy disk, hard disk, magnetic tape), an optical medium (e.g., DVD), or a semiconductor medium (e.g., solid-state drive), etc.

[0051] Those skilled in the art will understand that all or part of the processes in the methods of the above embodiments can be implemented by a computer program instructing related hardware. This program can be stored in a computer-readable storage medium, and when executed, it can include the processes described in the above method embodiments. The aforementioned storage medium includes various media capable of storing program code, such as ROM or random access memory (RAM), magnetic disks, or optical disks.

Claims

1. A method of controlling harmful effects of blasting operations, characterized in that The method comprises the following steps: According to the geological structure surface data of the area to be blasted and the spatial orientation data of the protected objects, a three-dimensional analysis model is constructed, and based on the three-dimensional analysis model, a target area where the main flying stone throwing direction conflicts with the orientation of the vibration sensitive area is identified; According to the spatial range of the target area, the geological structure surface occurrence, and the preset safe throwing fan area, a blasting sequence is constructed, which is configured to create a dynamic minimum resistance line direction away from the vibration sensitive area and towards the safe throwing fan area for the post-initiation blast hole group by the pre-initiation blast hole group, and to realize the safe guidance of flying stones and the time domain dispersion of vibration energy by setting the initiation time difference between blast hole groups; Using a blasting dynamics simulation model, the blasting sequence is coupled and simulated to verify whether the flying stone throwing trajectory and vibration distribution meet the preset safety requirements, and if not, the blast hole grouping or the initiation time difference is adjusted for iterative optimization until a final blasting scheme that meets both the flying stone throwing trajectory and the vibration distribution is obtained; The final blasting scheme is output, which includes the spatial information of the target area, the blast hole grouping rule, and the blasting sequence.

2. The method of controlling harmful effects of blasting construction according to claim 1, characterized in that, The three-dimensional analysis model is constructed by fusing the geological structure surface data and the spatial orientation data, wherein the geological structure surface data includes the occurrence, spacing, trace length, and spatial position of joints, faults, and bedding in rock mass, and the spatial orientation data includes the three-dimensional coordinates, structure type, and corresponding safe vibration velocity threshold of buildings, pipelines, and equipment; Based on the three-dimensional analysis model and the blasting energy of the blast hole, the potential flying stone throwing path is predicted; Based on the preset blast source point and preset formula, the area where the ground particle vibration velocity prediction value exceeds the safe vibration velocity threshold is calculated and marked as the vibration sensitive area by substituting the regional geological vibration parameters; The spatial range covered by the flying stone throwing path is superimposed with the vibration sensitive area, and the area with intersection is determined as the target area. The potential flying stone throwing path is predicted based on the three-dimensional analysis model and the blasting energy of the blast hole, which comprises:

3. The method of controlling harmful effects of blasting construction according to claim 2, characterized in that, In the three-dimensional analysis model, the occurrence information of all structure surfaces is statistically analyzed to identify the dominant structure surface that controls the stability of rock mass and determines the potential sliding direction; Based on the blasting energy of a single blast hole and the rock mass properties within the preset range of the blast hole, the size and direction of the initial velocity vector obtained by the rock mass at the moment of blasting are calculated; The initial velocity vector is compared with the normal direction of the dominant structure surface, the blasting energy is decomposed, and the potential flying stone throwing path is predicted based on the preset ballistic kinematics model according to gravity, air resistance, the sliding guiding effect of the dominant structure surface, and the decomposed blasting energy. The blasting sequence is constructed according to the spatial range of the target area, the geological structure surface occurrence, and the preset safe throwing fan area, which comprises:

4. The method of controlling harmful effects of blasting construction according to claim 1, characterized in that, ​ Based on the three-dimensional analysis model, a safe throwing sector allowing flying rock throwing is demarcated in a direction away from all the vibration-sensitive areas; The blastholes in the target area are divided into a plurality of sequentially initiated blasthole groups according to a preset rule, so that the first initiated blasthole group creates a dynamic minimum resistance line direction for the later initiated blasthole groups towards the safe throwing sector; An initiation time difference is set between the sequentially initiated blasthole groups according to the longitudinal wave velocity of the rock mass, the blasthole group spacing, and the vibration main frequency of the rock mass; The blasthole grouping, initiation sequence, and initiation time difference are integrated into the blasting sequence.

5. The method of controlling harmful effects of blasting construction according to claim 4, characterized in that, The dividing of the blastholes in the target area into a plurality of sequentially initiated blasthole groups according to a preset rule comprises: An internal auxiliary line is constructed by offsetting a preset safe distance in a preset direction along a preset final blasting contour line in the target area, and the blastholes located on or closest to the internal auxiliary line are divided into a first initiated free face creation group; An imaginary extension line in the natural minimum resistance line direction is passed through the blastholes in the demarcated area of the first initiated free face creation group, and the blastholes whose deviation of the natural minimum resistance line direction from the center direction of the safe throwing sector is greater than a preset angle are divided into a main throwing group; The blastholes located at the bottom layer of the blasting area and having a hole bottom elevation lower than a preset floor elevation are divided into a last initiated floor cleaning and shaping group.

6. The method of controlling harmful effects of blasting construction according to claim 5, characterized in that, The setting of an initiation time difference between the sequentially initiated blasthole groups according to the longitudinal wave velocity of the rock mass, the blasthole group spacing, and the vibration main frequency of the rock mass comprises: A time difference set capable of avoiding adverse superposition of vibration main frequency band energy is calculated based on the vibration main frequency of the rock mass, serving as a first time difference range; A minimum time difference for dynamic free face formation is calculated based on the longitudinal wave velocity of the rock mass and the blasthole group spacing, and a second time difference range is determined with the minimum time difference as a lower limit; An intersection of the first time difference range and the second time difference range is taken as a final selected range of the initiation time difference between blasthole groups; In the final selected range, a corresponding delay value is assigned to each sequentially initiated blasthole group by using an arithmetic progression, a geometric progression, or a rule of linear correlation according to the spatial distance of the blasthole groups.

7. The method of claim 1, wherein, The method further comprises: At a blasting construction site performing the final blasting scheme, measured vibration data of the protected object are collected by a vibration monitoring sensor, and flying rock trajectory data are collected by a camera system; The measured vibration data and the flying rock trajectory data are compared with the prediction results of the blasting dynamics simulation model, and an error between the prediction results and the collected values is calculated; Based on the error, a key input parameter in the blasting dynamics simulation model is updated by a parameter inversion algorithm, and the key input parameter includes a geological vibration attenuation parameter.

8. A computer system comprising a memory, a processor, and a computer program stored on the memory, wherein the computer program comprises instructions that, when executed by the processor, cause the processor to perform the method of any one of claims 1 to 7. The processor executes the computer program to implement the steps of the method of any one of claims 1-7.

9. A computer readable storage medium having stored thereon computer programs / instructions, characterized in that, The computer program / instructions, when executed by the processor, implement the steps of the method of any one of claims 1-7.

10. A computer program product comprising computer programs / instructions, characterized in that, The computer program / instructions, when executed by the processor, implement the steps of the method of any one of claims 1-7.

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