A method and system for optimizing a construction plan for reducing post-blast pullback damage in open pit blasting

Abstract

The present application relates to the technical field of open blasting, in particular to a method and system for optimizing construction scheme of reducing row and pull damage after open blasting. The method comprises the following steps: obtaining a geological stability coefficient by using a variation coefficient to dynamically weight basic parameters of geological stability; constructing a spherical wave energy attenuation model to obtain effective impact energy density by using the spherical wave energy attenuation model; calculating a free surface effect coefficient by free surface form parameters, and obtaining a rock mass blasting response principal component according to a principal component analysis algorithm based on the geological stability coefficient, the effective impact energy density and the free surface effect coefficient; calculating a damage disturbance synergistic effect coefficient in combination with an instantaneous damage degree and an environmental disturbance comprehensive index; and obtaining a construction scheme of reducing row and pull damage after open blasting by a particle swarm optimization algorithm based on the rock mass blasting response principal component and the damage disturbance synergistic effect coefficient. The present application solves the problem of accurately controlling the risk of row and pull damage.

Description

Technical Field

[0001] This invention relates to the field of open-pit blasting technology, and specifically to an optimized method and system for reducing post-blasting injuries during construction. Background Technology

[0002] In open-pit blasting operations, stress wave damage to the rear rock mass is a common engineering problem. The combined effects of the impact energy and stress wave damage generated by blasting and environmental disturbances can easily lead to crack propagation and structural instability in the rear rock mass, which not only affects the efficiency of subsequent excavation but may also cause safety hazards such as slope landslides and rockfalls.

[0003] Existing technologies for controlling rear-seat muscle strains have the following limitations:

[0004] Subjectivity in geological stability assessment: Expert experience is often used to assign weights to geological parameters (such as rock mass integrity and structural plane spacing), ignoring the impact of parameter dispersion on stability, resulting in large evaluation deviations in hard rock and soft rock scenarios;

[0005] Simplified energy density calculation: Conventional spherical wave energy models only consider distance attenuation and do not take into account the hole grid layout (hole spacing / row spacing ratio) and explosive characteristics (detonation velocity, density), which increases the probability of energy excess or deficiency.

[0006] The synergistic effect of multiple factors is ignored: Geology, energy, free surface, damage, and disturbance are treated as independent indicators for control. The synergistic aggravating effect of "damage-disturbance" and "geology-energy" is not quantified. Even if a single indicator meets the standard, there may still be an excessive tensile rate.

[0007] The optimization of the scheme is based on a single objective: the optimization of single variables such as the unit consumption of multi-focused explosives and the parameters of the hole network does not combine the rock mass response and the coupled risk to build a multi-objective model, which is prone to the contradiction of "reducing costs but increasing risks".

[0008] Therefore, there is an urgent need for a construction scheme optimization method that can dynamically adapt to geological conditions, quantify the synergistic effects of multiple factors, and achieve multi-objective balance. This method can address the shortcomings of existing technologies, such as "subjectivity, simplification, isolation, and single-objective approach," thereby accurately controlling the risk of rock mass stress in the later stages and improving the safety and economy of blasting construction. Summary of the Invention

[0009] To address the shortcomings of existing methods and the needs of practical applications, and in order to solve the aforementioned problems, this invention provides an optimized method for reducing post-blasting injuries during open-pit blasting, comprising the following steps:

[0010] This invention utilizes the coefficient of variation to dynamically weight geological stability parameters, obtaining a geological stability coefficient. A spherical wave energy attenuation model is constructed, and the effective impact energy density is obtained using this model. Free surface effect coefficients are calculated using free surface morphology parameters. Based on the geological stability coefficient, the effective impact energy density, and the free surface effect coefficients, principal component analysis (PCA) is used to obtain the principal components of the rock mass blasting response. A damage-disturbance synergistic effect coefficient is calculated by combining instantaneous damage and environmental disturbance comprehensive index. Based on the principal components of the rock mass blasting response and the damage-disturbance synergistic effect coefficients, a particle swarm optimization (PSO) algorithm is used to obtain a construction scheme to reduce post-blasting stress injuries. This invention utilizes the coefficient of variation to dynamically weight geological parameters, avoiding subjective bias and accurately obtaining the geological stability coefficient. A spherical wave energy model is constructed by coupling the borehole network and explosive characteristics, improving the accuracy of energy density calculation. Effect coefficients are calculated by combining free surface morphology parameters, and principal component analysis is used to integrate multiple factors to obtain the principal components of the rock mass blasting response. The synergistic effect of instantaneous damage and environmental disturbance is quantified to obtain the synergistic coefficient. Finally, a PSO optimization scheme is used to output the solution. It achieves dynamic coupling of multiple factors such as geology, energy, damage, and disturbance, significantly reducing the tensile injury rate, balancing safety and economy, adapting to different scenarios, and having strong applicability.

[0011] Optionally, the step of dynamically weighting the basic geological stability parameters using the coefficient of variation to obtain the geological stability coefficient includes the following steps:

[0012] The coefficients of variation of basic geological stability parameters are extracted and normalized. Dynamic weights are calculated based on these coefficients of variation, and the geological stability coefficient is obtained by combining the normalization results with the dynamic weights. By extracting and normalizing the coefficients of variation of basic geological stability parameters, the differences in parameter dimensions are eliminated, accurately reflecting the dispersion of each parameter. Dynamic weights are then calculated based on the normalized coefficients of variation, with parameters having higher dispersion (more sensitive to stability impact) receiving higher weights, avoiding subjective bias in empirical weighting. Finally, the geological stability coefficient is calculated by combining the parameter standardization results with the dynamic weights, achieving a quantitative evaluation of geological conditions. This provides accurate and objective basic geological data support for subsequent blasting response analysis and scheme optimization, adapting to different lithological scenarios.

[0013] Optionally, the construction of the spherical wave energy attenuation model and the obtaining of the effective impact energy density using the spherical wave energy attenuation model include the following steps:

[0014] The invention calculates the dynamic coefficient of the perforation mesh based on its layout; calculates the explosive type correction coefficient based on the charge characteristics; and constructs a spherical wave energy attenuation model by combining the dynamic coefficient and the explosive type correction coefficient, thereby obtaining the effective impact energy density. This invention calculates the dynamic coefficient of the perforation mesh by combining parameters such as hole spacing, row spacing, and filling length, reflecting the influence of the perforation mesh layout on energy distribution. Then, it calculates the explosive type correction coefficient based on charge characteristics such as detonation velocity, density, and detonation pressure, quantifying the differences in actual energy output between different explosives. Finally, it couples the two coefficients to construct a model, accurately calculating the effective impact energy density acting on the rock mass, avoiding excessive or insufficient energy leading to back-row damage, and providing key energy parameter support for subsequent scheme optimization.

[0015] Optionally, the calculation of the free surface effect coefficient using free surface morphology parameters includes the following steps:

[0016] The free surface morphology parameters are analyzed to determine the step height coefficient and the smoothness correction coefficient. Combining these two coefficients, the free surface effect coefficient is calculated. By decomposing the free surface morphology parameters, the step height coefficient (quantifying the impact of step height on energy reflection; a more reasonable height results in a better coefficient) and the smoothness correction coefficient (correcting for energy reflection disturbances caused by excessive surface roughness) are calculated separately. These two coefficients are then coupled with the free surface dip angle correlation term to obtain the final free surface effect coefficient. This achieves precise quantification of the "geometric morphology-energy transfer" relationship of the free surface, providing key parameter support for subsequent rock mass blasting response analysis and solving the energy assessment bias problem caused by neglecting free surface details in traditional methods.

[0017] Optionally, obtaining the principal components of the rock mass blasting response based on the geological stability coefficient, the effective impact energy density, and the free surface effect coefficient using a principal component analysis algorithm includes the following steps:

[0018] The geological stability coefficient, effective impact energy density, and free surface effect coefficient are normalized. Principal component weights are calculated using principal component analysis (PCA) algorithm, and the principal components of the rock mass blasting response are obtained by combining these weights with the normalization results. First, the geological stability coefficient, effective impact energy density, and free surface effect coefficient are normalized to eliminate dimensional differences and ensure horizontal comparison of parameters. Then, principal component weights are calculated using PCA algorithm, focusing on high-impact parameters (e.g., energy and geological parameters for intact rock, and geological parameters for fractured rock), filtering out low-contribution interference. Finally, the principal components of the rock mass blasting response are obtained by combining the weights and normalization results, achieving precise transformation from multi-dimensional parameters to a single core feature. This provides a clear quantitative basis for rock mass response for subsequent optimization of construction plans and control of back-row spalling, avoiding decision-making biases caused by isolated multi-parameter analysis.

[0019] Optionally, the calculation of the damage disturbance synergy coefficient by combining the instantaneous damage degree and the comprehensive index of environmental disturbance includes the following steps:

[0020] Instantaneous damage degree is calculated based on rock mass damage parameters; a comprehensive environmental disturbance index is calculated based on entropy weight dynamic weighting; and a damage-disturbance synergistic effect coefficient is calculated using the instantaneous damage degree and the comprehensive environmental disturbance index. First, instantaneous damage is accurately quantified using rock mass damage parameters (stress waves, mechanical properties, etc.). Then, the comprehensive environmental disturbance index is calculated using entropy weight dynamic weighting (objectively reflecting the influence of each disturbance parameter). Finally, the two are coupled to calculate the synergistic effect coefficient, achieving a full-chain correlation between "damage and disturbance." This avoids the risk of misjudgment based on a single indicator and quantifies the synergistic aggravating effect of both, providing accurate risk quantification for subsequent scheme optimization and ensuring more scientific and efficient control of post-open-pit blasting tensile injuries.

[0021] Optionally, the calculation of instantaneous damage degree based on rock mass damage parameters includes the following steps:

[0022] Damage rate coefficients are obtained by considering tensile strength, rock mass integrity, stress wave frequency, and structural surface spacing. Instantaneous damage is calculated by combining a dynamic damage threshold with these damage rate coefficients. By incorporating rock mass integrity (affecting crack propagation), stress wave frequency (correlated with fatigue damage), and structural surface spacing (determining damage concentration), a multi-parameter damage rate coefficient is constructed, which better reflects the actual damage mechanism. Furthermore, by combining this with a dynamic damage threshold (correlated with rock mass strength and elastic modulus, avoiding deviations from fixed thresholds), the instantaneous damage degree of the rock mass under different working conditions is accurately quantified. This provides a reliable foundation for subsequent "damage-disturbance" collaborative analysis, helping to reduce the risk of tensile injuries after open-pit blasting.

[0023] Optionally, calculating the damage disturbance synergy effect coefficient using the instantaneous damage degree and the comprehensive environmental disturbance index includes the following steps:

[0024] Based on the structural surface dip angle, time difference, and moisture content, a synergistic correction coefficient is obtained. Combining this synergistic correction coefficient, the instantaneous damage degree, and the comprehensive environmental disturbance index, a damage-disturbance synergistic effect coefficient is calculated. By incorporating the structural surface dip angle (affecting stress concentration), time difference (related to stress wave superposition), and moisture content (changing rock mass damage resistance), a multi-parameter synergistic correction coefficient is constructed to accurately quantify the impact of these three factors on the synergistic aggravation of "damage-disturbance." Furthermore, by combining the instantaneous damage degree and the comprehensive environmental disturbance index, a synergistic effect coefficient is calculated using a nonlinear formula. This avoids the risk of misjudgment based on a single indicator, providing a more realistic basis for optimizing subsequent construction plans and helping to reduce the post-explosive blasting tensile injury rate.

[0025] Optionally, the step of obtaining a construction scheme to reduce post-open-pit blasting tensile injuries based on the principal components of the rock mass blasting response and the damage disturbance synergistic effect coefficient using a particle swarm optimization algorithm includes the following steps:

[0026] A dynamic fitness function is constructed based on constraint violation quantities, the principal components of the rock blasting response, and the damage disturbance synergy coefficient. Based on this dynamic fitness function, a construction scheme to reduce post-open-pit blasting tensile injuries is obtained using a particle swarm optimization algorithm. Using the principal components of the rock blasting response (reflecting the synergistic effect of geology, energy, and free surfaces) and the damage disturbance synergy coefficient (quantifying the coupling risk of internal damage and external disturbances) as the core, a dynamic fitness function is constructed using constraint violation quantities (ensuring compliance with geological, energy, environmental, and construction requirements), avoiding the limitations of single-objective optimization. Then, relying on the particle swarm optimization algorithm, while satisfying safety constraints, iteratively selects construction schemes with low tensile injury rates and high economic efficiency, achieving a balance between precise control of post-open-pit blasting tensile injuries and practical engineering value.

[0027] Secondly, to efficiently execute the optimization method for reducing post-explosive blasting injuries provided by this invention, this invention also provides an optimization system for reducing post-explosive blasting injuries, including a processor, an input device, an output device, and a memory. The processor, input device, output device, and memory are interconnected. The memory stores a computer program containing program instructions. The processor is configured to call the program instructions to execute the optimization method for reducing post-explosive blasting injuries as described in the first aspect of this invention. This optimization system for reducing post-explosive blasting injuries has a compact structure and stable performance, and can stably execute the optimization method for reducing post-explosive blasting injuries provided by this invention, further enhancing the overall applicability and practical application capability of this invention. Attached Figure Description

[0028] Figure 1 A flowchart illustrating an optimized construction scheme for reducing post-explosive blasting injuries, provided by an embodiment of the present invention;

[0029] Figure 2 This invention provides an optimized system framework diagram for a construction scheme to reduce post-explosive blasting injuries. Detailed Implementation

[0030] Specific embodiments of the present invention will now be described in detail. It should be noted that the embodiments described herein are for illustrative purposes only and are not intended to limit the invention. In the following description, numerous specific details are set forth in order to provide a thorough understanding of the invention. However, it will be apparent to those skilled in the art that these specific details are not necessary to practice the invention. In other instances, well-known circuits, software, or methods have not been specifically described to avoid obscuring the invention.

[0031] Throughout this specification, references to "an embodiment," "an embodiment," "an example," or "an example" mean that a particular feature, structure, or characteristic described in connection with that embodiment or example is included in at least one embodiment of the invention. Therefore, the phrases "in an embodiment," "in an embodiment," "an example," or "an example" appearing in various places throughout the specification do not necessarily refer to the same embodiment or example. Furthermore, specific features, structures, or characteristics can be combined in one or more embodiments or examples in any suitable combination and / or sub-combination. Moreover, those skilled in the art will understand that the illustrations provided herein are for illustrative purposes and are not necessarily drawn to scale.

[0032] Please see Figure 1 To address the aforementioned problems, this invention provides an optimized method for reducing post-explosive blasting injuries during construction, such as... Figure 1 As shown, in one embodiment, the method includes the following steps:

[0033] S1. The geological stability coefficient is obtained by dynamically weighting the basic parameters of geological stability using the coefficient of variation.

[0034] In this embodiment, the step of dynamically weighting the basic geological stability parameters using the coefficient of variation to obtain the geological stability coefficient includes the following steps:

[0035] S11. Extract the coefficients of variation of the basic parameters of geological stability and normalize them.

[0036] Basic parameters of geological stability include rock mass integrity coefficient, structural plane spacing, uniaxial compressive strength of rock, and rock unit weight.

[0037] The rock mass integrity coefficient adopts the internationally accepted core quality index. It is characterized by the ratio of the cumulative length of cores greater than 10cm to the total drilling footage. The higher the value, the lower the degree of rock mass fragmentation and the stronger the ability to resist blasting disturbance.

[0038] Structural planes are naturally occurring discontinuities in rock masses, and their spacing directly affects the mechanical properties of the rock mass. Smaller spacing between structural planes reduces the overall integrity of the rock mass and increases the risk of subsequent tensile damage. In actual measurements, it is necessary to take the average value along multiple directions to reduce errors.

[0039] Uniaxial compressive strength of rock is obtained through standard laboratory tests and reflects the rock's ability to resist compressive failure. Rocks with high compressive strength are less prone to tensile damage under blasting loads and are a key mechanical indicator for assessing rock mass stability.

[0040] Extract the coefficients of variation of the fundamental parameters of geological stability, satisfying: ,in, This represents the coefficient of variation of the i-th basic parameter. This represents the standard deviation of the i-th basic parameter. This represents the mean of the i-th basic parameter.

[0041] Since the basic parameters have different dimensions, direct calculation will lead to weight imbalance. By standard normalization, all parameters are mapped to the [0,1] interval, making parameters with different properties comparable.

[0042] S12. Calculate the dynamic weight based on the coefficient of variation, and obtain the geological stability coefficient by combining the normalization result and the dynamic weight.

[0043] Specifically, the dynamic weights are calculated based on the coefficient of variation, satisfying: ,in, This represents the dynamic weight of the i-th basic parameter.

[0044] Furthermore, by combining the normalization result and the dynamic weights, the geological stability coefficient is obtained, satisfying:

[0045]

[0046] in, Indicates the geological stability coefficient. This represents the normalized value of the i-th basic parameter.

[0047] S2. Construct a spherical wave energy attenuation model and use the spherical wave energy attenuation model to obtain the effective impact energy density.

[0048] In another embodiment, the construction of the spherical wave energy attenuation model and the obtaining of the effective impact energy density using the spherical wave energy attenuation model include the following steps:

[0049] S21. Calculate the dynamic coefficient of the perforated mesh based on the perforated mesh layout.

[0050] Specifically, the dynamic coefficients of the perforated mesh calculated based on the perforated mesh layout satisfy the following formula:

[0051]

[0052] in, Represents the dynamic coefficient of the perforated mesh. Indicates the hole spacing. Indicates row spacing. Indicates the filling length. Indicates the depth of the borehole. Indicates the diameter of the borehole.

[0053] As a core factor, the influence of quantized mesh parameters on energy concentration is... When the threshold is set to 0.5, this threshold setting is based on field test and numerical simulation results. It can effectively avoid the problem of insufficient stress wave superposition caused by excessive hole spacing and ensure the uniform distribution of blasting energy in the rock mass.

[0054] The ratio of the packing length to the borehole depth is strictly limited to the range of [0.2, 0.5]. This parameter is directly related to the degree of gas escape and energy utilization. When the actual packing ratio is lower than 0.2, premature leakage of the gas will lead to a surge in backflush energy. Therefore, a value of 0.2 is used to maintain the safety and reliability of the model. When the packing ratio reaches 0.5, the blast energy can achieve the optimal constraint effect.

[0055] The length-to-diameter ratio of the borehole essentially reflects the energy transmission efficiency of the borehole. When this ratio exceeds 20, the influence of borehole wall friction loss on energy attenuation tends to saturate. It is used to dynamically adjust the distribution of energy along the borehole axis, ensuring that deep rock masses receive sufficient fracturing energy while reducing the risk of back-row damage caused by excessive energy concentration.

[0056] S22. Calculate the explosive type correction coefficient based on the charge characteristics.

[0057] By comprehensively considering the detonation velocity, density, and detonation pressure of explosives, the characteristics of different explosive types are quantitatively corrected to improve the accuracy of blasting parameter calculations. Specifically, based on the charge characteristics, an explosive type correction coefficient is calculated to satisfy:

[0058]

[0059] in, This represents the correction factor for the type of explosive. Indicates the detonation velocity of the explosive. Indicates the density of the explosive. Detonation pressure is represented by the detonation wave theory. It is calculated by coupling the explosive detonation velocity with the initial density. The greater the pressure, the stronger the explosive's ability to break up rocks. This indicates the initial density of the explosive, reflecting its loading state. The adiabatic index represents the thermal index, which approximates the gas during the detonation of explosives as an ideal gas. , This represents the standard explosive detonation pressure, with the TNT detonation pressure of 21.0 GPa taken as the benchmark value.

[0060] S23. Construct a spherical wave energy attenuation model by combining the dynamic coefficient of the perforated mesh and the correction coefficient of the explosive type, and obtain the effective impact energy density using the spherical wave energy attenuation model.

[0061] Effective impact energy density quantifies the actual energy acting on the rock mass, avoiding energy excess that could lead to tensile damage. Specifically, a spherical wave energy attenuation model is constructed by combining the dynamic coefficient of the perforation network and the correction coefficient for the explosive type, satisfying:

[0062]

[0063] in, Indicates the effective impact energy density. Indicates the unit consumption of explosives. This indicates the distance from the center of the borehole to the rear rock mass.

[0064] S3. Calculate the free surface effect coefficient through the free surface morphology parameters. Based on the geological stability coefficient, the effective impact energy density and the free surface effect coefficient, obtain the principal components of the rock mass blasting response according to the principal component analysis algorithm.

[0065] The calculation of the free surface effect coefficient using free surface morphology parameters includes the following steps:

[0066] S311. Analyze the step height coefficient and flatness correction coefficient through free surface morphology parameters.

[0067] The step height determines the propagation path length of stress waves in the rock mass. In high steps, stress waves propagate from the borehole to the free surface, allowing more space to diffuse towards the top and bottom of the step, preventing excessive concentration of reflected stress in the subsequent rock mass. In low steps, the stress wave propagation path is short and the diffusion space is limited, making it easier for reflected stress to superimpose on the subsequent rock mass, increasing the risk of tensile damage. Quantifying this "diffusion effect" by step height ensures that the free surface effect coefficient conforms to the energy distribution patterns of steps of different sizes.

[0068] Specifically, the step height coefficient is analyzed through free surface morphology parameters and satisfies the following:

[0069]

[0070] in, Indicates the step height coefficient. Indicates the height of the step.

[0071] When the stress waves generated by blasting propagate to the free surface, they are reflected (reflected stress waves may exacerbate tensile damage to the subsequent rock mass). If the slope is smooth (such as a mechanically trimmed slope), the stress wave reflection direction is uniform and the energy is concentrated; if the slope is rough (such as an untrimmed slope after blasting, the uneven surface will cause stress waves to "scatter," resulting in disordered reflection direction and dispersed energy, significantly reducing the actual reflected stress acting on the subsequent rock mass. By quantifying this "scattering effect" through slope smoothness, we can avoid overestimating the reflected stress value due to the assumption of an "ideal smooth slope."

[0072] Specifically, the flatness correction coefficient is analyzed through free surface morphology parameters, satisfying the following:

[0073]

[0074] in, This represents the flatness correction factor. Indicates the smoothness of the slope.

[0075] S312. Calculate the free surface effect coefficient by combining the step height coefficient and the flatness correction coefficient.

[0076] The free surface is the interface between the rock mass and air / other media. When the stress wave generated by blasting propagates to the free surface, it is reflected due to the density difference of the media (the density of air is much smaller than that of rock mass, so the stress wave is almost completely reflected). The reflected stress and the incident stress are superimposed, which can easily lead to tensile damage (i.e., tensile injury) in the subsequent rock mass. The macroscopic morphology (dip angle, step height) and microscopic morphology (smoothness) of the free surface are converted into a "reflection stress intensity coefficient". The magnitude of the coefficient directly corresponds to the strength of the reflected stress. The higher the coefficient, the stronger the reflected stress and the higher the risk of tensile injury; conversely, the weaker the reflected stress and the lower the risk of tensile injury. This achieves the quantitative transmission of "morphological parameters → reflection intensity → tensile injury risk".

[0077] Specifically, combining the step height coefficient and the flatness correction coefficient, the free surface effect coefficient is calculated to satisfy:

[0078]

[0079] in, Represents the free surface effect coefficient. Indicates the angle of inclination of the free surface.

[0080] Furthermore, the step of obtaining the principal components of the rock mass blasting response based on the geological stability coefficient, the effective impact energy density, and the free surface effect coefficient using a principal component analysis algorithm includes the following steps:

[0081] S321. Normalize the geological stability coefficient, the effective impact energy density, and the free surface effect coefficient.

[0082] Specifically, the Z-score normalization algorithm is used to normalize the geological stability coefficient, the effective impact energy density, and the free surface effect coefficient, which can preserve the data fluctuation characteristics and better adapt to the dynamic changes of blasting parameters.

[0083] In the embodiments, the 3σ criterion plus engineering experience can also be used to perform dual filtering of data. For example, at the statistical level, data exceeding the mean ± 3 times the standard deviation are removed. At the engineering level, if the geological stability coefficient is <0.4 and the effective impact energy density is greater than 1.5 kJ / m³, even if it is within 3 times the standard deviation, it is still marked as an outlier and needs to be remeasured.

[0084] S322. Calculate the principal component weights according to the principal component analysis algorithm, and obtain the principal components of the rock mass blasting response by combining the principal component weights and the normalization results.

[0085] Based on the principal component analysis algorithm, the dynamic variance threshold method is used to determine the weights of the principal components, and only the principal components with a variance contribution rate ≥30% and a cumulative variance contribution ≥85% are retained.

[0086] Specifically, the covariance matrix is ​​calculated and eigenvalues ​​are decomposed. Then, the eigenvalues ​​are sorted by size and the cumulative variance contribution rate is calculated. Finally, principal components with a cumulative contribution rate of more than 85% and a univariate variance contribution of ≥0.3 are selected.

[0087] Furthermore, by combining the principal component weights and normalization results, the principal components of the rock mass blasting response are obtained, satisfying:

[0088]

[0089] in, Indicates the principal components of the rock mass blasting response. Indicates the number of principal components. This represents the variance contribution rate of the i-th principal component. This represents the contribution weight of the j-th parameter to the i-th principal component. This represents the normalized result of the j-th parameter.

[0090] S4. Calculate the damage disturbance synergistic effect coefficient by combining the instantaneous damage degree and the comprehensive index of environmental disturbance.

[0091] In an optional embodiment, calculating the damage disturbance synergy coefficient by combining the instantaneous damage degree and the environmental disturbance comprehensive index includes the following steps:

[0092] S41. Calculate the instantaneous damage degree based on rock mass damage parameters.

[0093] In this embodiment, the calculation of instantaneous damage degree based on rock mass damage parameters includes the following steps:

[0094] S411. The damage rate coefficient is obtained by using tensile strength, rock mass integrity, stress wave frequency, and structural surface spacing.

[0095] Specifically, the damage rate coefficient is obtained by considering tensile strength, rock mass integrity, stress wave frequency, and structural plane spacing, satisfying the following formula:

[0096]

[0097] in, Indicates the damage rate coefficient. Indicates tensile strength. Indicates the rock mass integrity coefficient. Indicates the frequency of the stress wave. This indicates the spacing between structural surfaces. When parameters are outside their range (e.g., RQD < 30%, f > 200Hz), boundary values ​​are used for calculation to avoid distortion of coefficients due to extreme values.

[0098] S412. Calculate the instantaneous damage degree by combining the dynamic damage threshold and the damage rate coefficient.

[0099] Specifically, by combining the dynamic damage threshold and the damage rate coefficient, the instantaneous damage degree is calculated, satisfying the following formula:

[0100]

[0101] in, Indicates instantaneous damage degree, Indicates the peak intensity of the stress wave. Indicates the dynamic damage threshold. Indicates the elastic modulus. Indicates the duration of the effect.

[0102] S42. Calculate the comprehensive index of environmental disturbance based on entropy weight dynamic weight.

[0103] The core parameters of environmental disturbance include vibration velocity, air shock wave overpressure, noise level, distance of flying rocks, rock moisture content, wind speed in the blasting area, and thickness of the protective layer of the rear rock mass.

[0104] Furthermore, the dynamic weights of the entropy weights satisfy the following formula:

[0105]

[0106]

[0107] in, The entropy weight represents the core parameter of the i-th type of environmental disturbance. Indicates the number of measurements. This represents the j-th measured value of the core parameter for the i-th type of environmental disturbance.

[0108] Furthermore, the comprehensive environmental disturbance index is calculated based on the dynamic weighting of entropy weights, satisfying the following formula:

[0109]

[0110] in, This represents the comprehensive index of environmental disturbance. Let represent the fuzzy membership degree of the core parameter of the i-th type of environmental disturbance. This indicates the excess collaborative correction factor. This indicates the number of parameters exceeding the standard among the core parameters of environmental disturbance. This represents a correction factor for the parameter type. For parameters with upper limit constraints, such as flyrock distance and unit dosage, a value of 1 is used, and deviations exceeding the limit are calculated as positive deviations. For parameters with lower limit constraints, such as protective layer thickness and filling length, a value of -1 is used to ensure that when the actual value is less than the allowable value, the deviation is included in the calculation as a negative value, avoiding underestimation of risk. This represents the measured value of the core parameter for the i-th type of environmental disturbance. This represents the design allowable value of the core parameter for the i-th type of environmental disturbance, determined based on industry standards and engineering experience.

[0111] S43. Calculate the damage disturbance synergistic effect coefficient using the instantaneous damage degree and the comprehensive environmental disturbance index.

[0112] The calculation of the damage disturbance synergistic effect coefficient using the instantaneous damage degree and the comprehensive environmental disturbance index includes the following steps:

[0113] S431. Obtain the synergistic correction coefficient based on the structural surface inclination angle, differential time, and moisture content.

[0114] The closer the dip angle of the structural plane is to 90° (perpendicular to the free plane), the easier it is for stress to accumulate; the shorter the micro-difference time (<50ms), the more obvious the stress wave superposition; the higher the water content, the lower the tensile strength of the rock mass.

[0115] Specifically, based on the structural surface inclination angle, differential time, and moisture content, a synergistic correction coefficient is obtained, satisfying the following:

[0116]

[0117] in, Represents the collaborative correction coefficient. Indicates the dip angle of the structural surface. Indicates the differential time. Indicates moisture content.

[0118] S432. Calculate the damage disturbance synergistic effect coefficient by combining the synergistic correction coefficient, the instantaneous damage degree, and the comprehensive environmental disturbance index.

[0119] In this embodiment, the damage disturbance synergistic effect coefficient is calculated by combining the synergistic correction coefficient, the instantaneous damage degree, and the comprehensive environmental disturbance index, satisfying the following formula:

[0120]

[0121] in, This represents the coefficient of synergistic effect of damage perturbation.

[0122] S5. Based on the principal components of the rock blasting response and the synergistic effect coefficient of the damage disturbance, a construction scheme to reduce post-blasting tensile injuries is obtained through particle swarm optimization algorithm.

[0123] The method for reducing post-explosive blasting tensile injuries, based on the principal components of the rock mass blasting response and the synergistic effect coefficient of damage disturbance, is obtained through particle swarm optimization algorithm, including the following steps:

[0124] S51. Construct a dynamic fitness function based on the constraint violation amount, the principal component of the rock mass blasting response, and the synergistic effect coefficient of the damage disturbance.

[0125] First, based on historical data, a linear function is fitted between the principal components of the rock blasting response and the coefficient of synergistic effect of damage disturbance and the rear-row tensile rate.

[0126] Secondly, set constraints, including This means meeting the requirements of geological stability, reasonable energy use, and environmental compliance.

[0127] A dynamic fitness function is constructed by combining constraint violation quantities and a linear function, satisfying:

[0128]

[0129] in, This represents the value of the dynamic fitness function. Represents a linear function. This represents a dynamic penalty coefficient, the value of which is dynamically adjusted according to the importance of the constraint. The more critical the constraint is to the safety and construction quality of the open-pit blasting project, the larger the value, thereby strengthening the priority of the constraint in the optimization process. This represents the amount of violation of the i-th type of constraint (e.g., the safety threshold for blasting vibration, the critical value of the slope stability coefficient, etc.).

[0130] S52. Based on the dynamic fitness function, a construction scheme to reduce post-blasting injuries is obtained through particle swarm optimization algorithm.

[0131] Using the construction parameter vector as particles, 50-80 particles are randomly generated according to the project scope, and the optimal solution is selected based on the dynamic fitness function and the iterative update rule.

[0132] Please see Figure 2 In an embodiment, to efficiently execute the optimization method for reducing post-explosive blasting injuries provided by this invention, the present invention also provides an optimization system for reducing post-explosive blasting injuries, comprising: an input device, an output device, a processor, and a memory, wherein the input device, output device, processor, and memory are interconnected, and the memory contains program instructions for the steps of the optimization method for reducing post-explosive blasting injuries. The optimization system for reducing post-explosive blasting injuries provided by this invention has a compact structure and stable performance, and can stably execute the optimization method for reducing post-explosive blasting injuries provided by this invention, further enhancing the overall applicability and practical application capability of this invention.

[0133] In this embodiment, the processor may be a central processing unit, but it can also be other general-purpose processors, digital signal processors, application-specific integrated circuits (ASICs), off-the-shelf programmable gate arrays (OPGs), other programmable logic devices, discrete gate or transistor logic devices, discrete hardware components, etc. The general-purpose processor may be a microprocessor or any conventional processor. Input devices can be used to acquire data. Output devices can be used to output the results obtained by storing program instructions contained in a computer program in the memory provided by this invention. The memory may include read-only memory and random access memory (RAM), and provides instructions and data to the processor. A portion of the memory may also include non-volatile random access memory (RAM).

[0134] In one possible implementation, the memory may include a stored program area and a stored data area. The stored program area may store the operating system and applications required for at least one function; the stored data area may store data created during use. Furthermore, the memory may include read-only memory and random access memory, and provides instructions and data to the processor. The memory stores the operating system and operating instructions, executable modules, or data structures, or subsets thereof, or extended sets thereof. The operating instructions may include various operation instructions for implementing various operations. The operating system may include various system programs for implementing various basic tasks and handling hardware-based tasks.

[0135] The embodiment also provides a storage medium storing a computer program, which, when executed by a processor, implements the steps of the above-described optimization method for reducing post-explosive blasting injuries.

[0136] The storage medium can include various media that can store program code, such as USB flash drives, portable hard drives, read-only memory, random access memory, magnetic disks, or optical disks.

[0137] In summary, this invention utilizes the coefficient of variation to dynamically weight geological parameters, avoiding subjective bias and accurately obtaining the geological stability coefficient; it couples the borehole network with explosive characteristics to build a spherical wave energy model, improving the accuracy of energy density calculation; it combines free surface morphology parameters to calculate effect coefficients, and uses principal component analysis to integrate multiple factors to obtain the principal components of the rock mass blasting response; it quantifies the synergistic effect of instantaneous damage and environmental disturbance to obtain synergistic coefficients; and finally, it optimizes the output scheme using particle swarm optimization. Overall, it achieves dynamic coupling of multiple factors including geology, energy, damage, and disturbance, significantly reducing the tensile failure rate, balancing safety and economy, adapting to different scenarios, and demonstrating strong applicability.

[0138] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention, and not to limit them. Although the present invention 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 or all 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 the present invention, and they should all be covered within the scope of the present invention.

Claims

1. An optimized construction scheme for reducing post-blasting injuries, characterized in that, Includes the following steps: The geological stability coefficient is obtained by dynamically weighting the basic parameters of geological stability using the coefficient of variation. A spherical wave energy attenuation model is constructed, and the effective impact energy density is obtained using the spherical wave energy attenuation model; The free surface effect coefficient is calculated by the free surface morphology parameters. Based on the geological stability coefficient, the effective impact energy density and the free surface effect coefficient, the principal components of the rock mass blasting response are obtained according to the principal component analysis algorithm. The damage disturbance synergy coefficient is calculated by combining the instantaneous damage degree and the comprehensive index of environmental disturbance; Based on the principal components of the rock mass blasting response and the synergistic effect coefficient of the damage disturbance, a construction scheme to reduce the tensile injuries after open-pit blasting is obtained through particle swarm optimization algorithm. The construction of the spherical wave energy attenuation model and the obtaining of the effective impact energy density using the spherical wave energy attenuation model include the following steps: Calculation of dynamic coefficients of perforated mesh based on perforated mesh layout; Calculate the explosive type correction coefficient based on charge characteristics; A spherical wave energy attenuation model is constructed by combining the dynamic coefficient of the perforated mesh and the correction coefficient of the explosive type, and the effective impact energy density is obtained by using the spherical wave energy attenuation model. The spherical wave energy attenuation model satisfies: in, Indicates the effective impact energy density. Indicates the unit consumption of explosives. Indicates the detonation velocity of the explosive. This indicates the distance from the center of the borehole to the rear rock mass. Represents the dynamic coefficient of the perforated mesh. This represents the correction factor for the explosive type.

2. The method for optimizing construction schemes to reduce post-explosive blasting injuries according to claim 1, characterized in that, The method of dynamically weighting the basic parameters of geological stability using the coefficient of variation to obtain the geological stability coefficient includes the following steps: Extract the coefficients of variation of the basic parameters of geological stability and normalize them; The dynamic weights are calculated based on the coefficients of variation, and the geological stability coefficients are obtained by combining the normalization results with the dynamic weights.

3. The method for optimizing construction schemes to reduce post-explosive blasting injuries according to claim 1, characterized in that, The calculation of the free surface effect coefficient using free surface morphology parameters includes the following steps: Analysis of step height coefficient and flatness correction coefficient using free surface morphology parameters; The free surface effect coefficient is calculated by combining the step height coefficient and the flatness correction coefficient.

4. The method for optimizing construction schemes to reduce post-explosive blasting injuries according to claim 1, characterized in that, The process of obtaining the principal components of rock mass blasting response based on the geological stability coefficient, the effective impact energy density, and the free surface effect coefficient using principal component analysis algorithm includes the following steps: Normalize the geological stability coefficient, the effective impact energy density, and the free surface effect coefficient; The principal component weights are calculated using the principal component analysis algorithm, and the principal components of the rock mass blasting response are obtained by combining the principal component weights with the normalization results.

5. The method for optimizing construction schemes to reduce post-explosive blasting injuries according to claim 1, characterized in that, The calculation of the damage disturbance synergistic effect coefficient by combining the instantaneous damage degree and the comprehensive index of environmental disturbance includes the following steps: Instantaneous damage degree is calculated based on rock mass damage parameters; Calculate the comprehensive environmental disturbance index based on entropy weight dynamic weight; The damage disturbance synergy coefficient is calculated using the instantaneous damage degree and the comprehensive environmental disturbance index.

6. The method for optimizing construction schemes to reduce post-explosive blasting injuries according to claim 5, characterized in that, The calculation of instantaneous damage degree based on rock mass damage parameters includes the following steps: The damage rate coefficient is obtained by considering tensile strength, rock mass integrity, stress wave frequency, and structural surface spacing. The instantaneous damage degree is calculated by combining the dynamic damage threshold and the damage rate coefficient.

7. The method for optimizing construction schemes to reduce post-blasting splintering injuries according to claim 5, characterized in that, The calculation of the damage disturbance synergistic effect coefficient using the instantaneous damage degree and the comprehensive environmental disturbance index includes the following steps: The synergistic correction coefficients are obtained based on the structural surface inclination angle, differential time, and moisture content. The damage disturbance synergistic effect coefficient is calculated by combining the synergistic correction coefficient, the instantaneous damage degree, and the comprehensive environmental disturbance index.

8. The method for optimizing construction schemes to reduce post-explosive blasting injuries according to claim 1, characterized in that, The method for reducing post-explosive blasting tensile injuries, based on the principal components of the rock mass blasting response and the synergistic effect coefficient of damage disturbance, is obtained through particle swarm optimization algorithm, including the following steps: A dynamic fitness function is constructed based on the constraint violation amount, the principal component of the rock mass blasting response, and the synergistic effect coefficient of the damage disturbance. Based on the dynamic fitness function, a construction scheme to reduce post-blasting injuries is obtained through particle swarm optimization algorithm.

9. A system for optimizing construction schemes to reduce post-blasting injuries, characterized in that, The optimization system for reducing post-explosive blasting injuries includes: an input device, an output device, a processor, and a memory. The input device, output device, processor, and memory are interconnected. The memory includes program instructions, which are used to execute the optimization method for reducing post-explosive blasting injuries as described in any one of claims 1-8.

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