Strong support and pre-splitting pressure relief cooperative control method

Abstract

The application provides a strong support and pre-splitting pressure relief collaborative control method, and relates to the technical field of underground engineering rock mass control. The strong support and pre-splitting pressure relief collaborative control method comprises the following steps: obtaining an acoustic emission prototype spectrum and a burst wave prototype spectrum of a target surrounding rock mass; determining frequency locking of the burst wave prototype spectrum and the acoustic emission prototype spectrum, and obtaining characteristic data information of the frequency locking; adjusting a support component arranged in the target surrounding rock mass according to the characteristic data information of the frequency locking; and performing a pre-splitting pressure relief operation on the target surrounding rock mass based on the adjusted support component. The application can safely and reliably perform the strong support and pre-splitting pressure relief collaborative control.

Description

Technical Field

[0001] This invention relates to the field of rock mass control technology in underground engineering, and in particular to a method for coordinated control of high-strength support and pre-fracture pressure relief. Background Technology

[0002] With the increasing depletion of shallow mineral resources, the scale of deep mining and underground engineering construction continues to expand. In deep engineering environments, the surrounding rock is under high ground stress, and its mechanical behavior becomes extremely complex, facing the threat of severe dynamic disasters such as large deformation, rock bursts, and rockbursts. To effectively address these problems, the synergistic control technology of high-strength support and pre-splitting stress relief has gradually become a research and application hotspot. High-strength support, through the use of high-rigidity and high-bearing capacity support methods such as high-strength anchor bolts, anchor cables, steel frames, and shotcrete, can quickly and effectively constrain the surrounding rock, fundamentally improving the overall bearing capacity and deformation resistance of the surrounding rock, thus constructing a solid "protective wall" for the project. Pre-splitting stress relief technology, through the placement of directional boreholes within the surrounding rock and the implementation of directional pre-splitting blasting or slotting operations, actively guides the release and dissipation of high-concentration stress, transforming potentially disastrous stress into controllable fracture failure, thereby significantly reducing the risk of sudden damage to the surrounding rock.

[0003] The synergistic control of high-strength support and pre-splitting pressure relief can achieve complementary advantages: high-strength support ensures the overall stability of the framework, while pre-splitting pressure relief alleviates local energy accumulation, keeping the surrounding rock in a safe and stable mechanical state. However, in the process of implementing the synergistic control of high-strength support and pre-splitting pressure relief using existing technologies, local support components may be subjected to alternating stresses far exceeding the design limits, inducing fatigue fracture in a short period of time and weakening the stability of the overall support network.

[0004] Therefore, how to safely and reliably implement the coordinated control of strong support and pre-fracture pressure relief is a technical problem that urgently needs to be solved. Summary of the Invention

[0005] This invention provides a method for coordinated control of strong support and pre-fracture pressure relief to solve the above-mentioned defects in the prior art, so as to safely and reliably implement coordinated control of strong support and pre-fracture pressure relief.

[0006] This invention provides a method for coordinated control of high-strength support and pre-fracture pressure relief, comprising the following steps.

[0007] Acquire the acoustic emission prototype spectrum and the burst wave prototype spectrum of the target surrounding rock mass; wherein, the acoustic emission prototype spectrum is obtained based on the acoustic emission signal released by the expansion of micro-fractures in the target surrounding rock mass under high ground stress; the burst wave prototype spectrum is obtained based on the burst wave generated by pre-splitting blasting of the target surrounding rock mass; determine that the burst wave prototype spectrum and the acoustic emission prototype spectrum are locked at the same frequency, and acquire the characteristic data information of the frequency lock; adjust the support components deployed in the target surrounding rock mass according to the characteristic data information of the frequency lock; and perform pre-splitting and decompression operation on the target surrounding rock mass based on the adjusted support components.

[0008] According to the present invention, a method for coordinated control of high-strength support and pre-fracture stress relief is provided, and the acoustic emission prototype spectrum is obtained in the following manner: Multiple acoustic emission signal receiving points are set up in the pressure-bearing structural region of the target surrounding rock mass, and an acoustic detection device is deployed at each signal receiving point. Each acoustic detection device is equipped with a high-precision clock source, which is connected to a time reference transmission source via a high-frequency radio frequency synchronization device to calibrate the absolute time of the acoustic detection device. The acoustic emission signal segments released by the expansion of micro-fractures in the target surrounding rock mass under high ground stress are received at each signal receiving point. Spectral parameters are extracted from the acoustic emission signal segments to obtain the acoustic emission prototype spectrum.

[0009] According to the present invention, a method for coordinated control of high-strength support and pre-fracture pressure relief is provided, wherein the prototype spectrum of the burst wave is obtained in the following manner: Small-scale directional pre-splitting blasting is performed on the target surrounding rock mass; blast wave receiving devices are set up at each signal receiving point to receive blast wave signal segments generated by the small-scale directional pre-splitting blasting; spectral parameters are extracted from the blast wave signal segments to obtain the prototype spectrum of the blast wave.

[0010] According to the present invention, a method for coordinated control of high-strength support and pre-fracture pressure relief utilizes a phase reference field to calibrate the time offset and phase difference of the acoustic emission prototype spectrum and the burst wave prototype spectrum; the phase reference field is constructed in the following manner: Background acoustic waves during the initial period of support operations for the target surrounding rock mass are selected as a reference excitation source. Phase information of the initial time-domain signals received by each signal receiving point is extracted using continuous waveform data from the reference excitation source. An initial phase plane is constructed based on the phase information of the initial time-domain signals received by each signal receiving point, with the emission time of the reference excitation source as zero. Phase sampling of the time-domain signals received by each signal receiving point is performed at preset time intervals to obtain the sampled phase values ​​of each signal receiving point. Based on the initial phase plane, the phase reference field is constructed according to the location information of each signal receiving point, the sampled phase values, and the time information corresponding to each sampled phase value.

[0011] According to the present invention, a method for coordinated control of high-strength support and pre-fracture pressure relief, wherein determining the frequency lock of the prototype spectrum of the burst wave and the prototype spectrum of acoustic emission includes: When the prototype spectrum of the burst wave and the prototype spectrum of the acoustic emission satisfy the spectrum amplitude locking condition, and the prototype spectrum of the burst wave and the prototype spectrum of the acoustic emission have phase synchronization characteristics, it is determined that the prototype spectrum of the burst wave and the prototype spectrum of the acoustic emission are locked at the same frequency.

[0012] According to the high-strength support and pre-fracture pressure relief coordinated control method provided by the present invention, the spectrum of the burst wave prototype and the spectrum of the acoustic emission prototype satisfy the spectrum amplitude locking condition by means of the following method: A frequency matching interval is established using the dominant frequency of the acoustic emission prototype spectrum as the center frequency. The amplitudes of the acoustic emission prototype spectrum and the burst wave prototype spectrum at each frequency point in the frequency matching interval are compared to obtain the amplitude comparison results at each frequency point. Based on the amplitude comparison results at each frequency point, it is determined that the duration for which the ratio of the first main peak amplitude and the second main peak amplitude is within a preset amplitude ratio range is greater than a preset duration threshold, thus determining that the burst wave prototype spectrum and the acoustic emission prototype spectrum meet the spectrum amplitude locking condition. Wherein, the first main peak amplitude is the main peak amplitude of the burst wave prototype spectrum in the frequency matching interval, and the second main peak amplitude is the main peak amplitude of the acoustic emission prototype spectrum in the frequency matching interval.

[0013] According to the high-strength support and pre-fracture pressure relief coordinated control method provided by the present invention, the phase synchronization characteristics of the prototype spectrum of the burst wave and the prototype spectrum of the acoustic emission are determined by the following method: If the phase difference between the first phase value of the dominant frequency of the acoustic emission prototype spectrum and the second phase value of the dominant frequency of the burst wave prototype spectrum satisfies the following conditions, it is determined that the burst wave prototype spectrum and the acoustic emission prototype spectrum have phase synchronization characteristics: at each time point of the first time period, the phase difference shows a decreasing trend until it reaches a stable phase value; and at each time point of the second time period, the phase difference remains within a preset fluctuation range of the stable phase value; wherein, the first time period and the second time period are two different time segments of the spectrum amplitude locking time period, and the second time period is adjacent to the first time period; during the spectrum amplitude locking time period, the burst wave prototype spectrum and the acoustic emission prototype spectrum satisfy the spectrum amplitude locking condition.

[0014] According to the present invention, a method for coordinated control of high-strength support and pre-fracture pressure relief is provided, wherein acquiring the characteristic data information of the same frequency locking includes: The intersection between the spectral amplitude locking time period and the phase synchronization time period is determined to obtain at least one same-frequency locking time period; wherein, during the phase synchronization time period, the prototype spectrum of the blast wave and the prototype spectrum of acoustic emission exhibit phase synchronization characteristics; a resonance risk index is determined for each same-frequency locking time period, the resonance risk index being determined based on at least one of a first risk factor, a second risk factor, and a third risk factor; the time information, resonance risk index, and locking center frequency band of each same-frequency locking time period are used as characteristic data information of the same-frequency locking; wherein, the locking center frequency band is the frequency band formed by the dominant frequency of the blast wave prototype spectrum and the dominant frequency of the acoustic emission prototype spectrum when the spectral amplitude locking condition is met; wherein, the first risk factor is determined based on the ratio of the same-frequency locking time period to the duration of the small-scale directional pre-splitting blast; the second risk factor is determined based on the ratio of the peak amplitude of the locking center frequency band to the background frequency amplitude; the third risk factor is determined based on the proportion of the second time period in the same-frequency locking time period.

[0015] According to the present invention, a method for coordinated control of high-strength support and pre-fracture pressure relief is provided. The method involves adjusting the support components deployed in the target surrounding rock mass based on the characteristic data information of the same-frequency locking, including: acquiring the instantaneous frequency spectrum of the vibration signal of the target support component within a target time period; wherein the target time period is associated with the time information of each of the same-frequency locking time periods; determining, based on the instantaneous frequency spectrum, whether the natural frequency of the target support component intersects with the locking center frequency band; if the natural frequency of the target support component intersects with the locking center frequency band, determining the target support component as a support component to be adjusted; determining the resonance risk index of each support component to be adjusted based on the time information and resonance risk index of each same-frequency locking time period; and for each support component to be adjusted, adjusting at least one of the damping parameter, stiffness parameter, and preload parameter of the support component to be adjusted based on the resonance risk index of the support component to be adjusted, thereby obtaining the adjusted support component.

[0016] According to the present invention, a method for coordinated control of strong support and pre-splitting pressure relief is provided, the method further includes: determining multiple high-risk component areas of the target surrounding rock mass based on the location information and resonance risk index of the adjusted support components; determining the pre-splitting range based on the multiple high-risk component areas; setting the pre-splitting crack direction within the pre-splitting range according to the following conditions: determining the main axis of the pre-splitting crack based on the shortest connection path between the support components; the pre-splitting crack traversing at least one high-risk component area; the pre-splitting crack not overlapping with the direction of the original structural cracks of the target surrounding rock mass; and setting asymmetric energy consumption structures on both sides of the pre-splitting crack based on the resonance risk index of the support components to be adjusted on both sides of the pre-splitting crack.

[0017] The present invention also provides an electronic device, including a memory, a processor, and a computer program stored in the memory and executable on the processor, wherein the processor executes the computer program to implement the strong support and pre-fracture pressure relief coordinated control method as described above.

[0018] The present invention also provides a non-transitory computer-readable storage medium having a computer program stored thereon, which, when executed by a processor, implements the strong support and pre-fracture pressure relief coordinated control method as described above.

[0019] The present invention also provides a computer program product, including a computer program that, when executed by a processor, implements the strong support and pre-fracture pressure relief coordinated control method as described above.

[0020] Under high geostress conditions, microfractures in rock masses continuously release local acoustic emission signals during their propagation, exhibiting high-frequency pulse characteristics in the frequency domain. If the blast wave generated by pre-splitting blasting locks in frequency with the aforementioned acoustic emission signal, an energy resonance channel can easily form within a confined space, leading to a magnification effect of several times or even tens of times in local amplitude. In related technologies, during the coordinated control of strong support and pre-splitting stress relief, only the induced effect of stress relief fractures and the bearing capacity of support components are often considered, while neglecting the dynamic coupling characteristics of the acoustic response within the surrounding rock. Consequently, local support components may be subjected to alternating stresses far exceeding the design limits, inducing fatigue fractures in a short period and weakening the overall stability of the support network.

[0021] The present invention provides a method for coordinated control of high-strength support and pre-splitting pressure relief. By acquiring the acoustic emission prototype spectrum and blast wave prototype spectrum of the target surrounding rock mass (wherein the acoustic emission prototype spectrum reflects the dynamic expansion characteristics of micro-fractures in the rock mass under high ground stress, and the blast wave prototype spectrum characterizes the energy release characteristics of pre-splitting blasting), it achieves precise capture of the acoustic response inside the surrounding rock. Based on the same frequency locked characteristic data information, the support components are adjusted, for example, by optimizing the damping parameters, stiffness parameters, and preload, effectively reducing the impact of the resonance effect of the dynamic coupling of the acoustic response inside the surrounding rock on the support system of the target surrounding rock mass. Based on the adjusted support structure, the pre-splitting pressure relief operation is performed, which can construct a controllable energy dissipation channel, thereby enabling safe and reliable coordinated control of high-strength support and pre-splitting pressure relief. Attached Figure Description

[0022] To more clearly illustrate the technical solutions in this invention or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are some embodiments of this invention. For those skilled in the art, other drawings can be obtained from these drawings without creative effort.

[0023] Figure 1 This is a flowchart illustrating the synergistic control method of strong support and pre-fracture pressure relief provided by the present invention.

[0024] Figure 2 This is a flowchart illustrating the method for determining frequency locking provided by the present invention.

[0025] Figure 3 This is a flowchart illustrating the method for obtaining characteristic data information of frequency locking provided by the present invention.

[0026] Figure 4 This is a schematic diagram of the structure of the electronic device provided by the present invention. Detailed Implementation

[0027] To make the objectives, technical solutions, and advantages of this invention clearer, the technical solutions of this invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some, not all, of the embodiments of this invention. All other embodiments obtained by those skilled in the art based on the embodiments of this invention without creative effort are within the scope of protection of this invention.

[0028] The following is combined Figures 1-3 This invention describes a method for coordinated control of strong support and pre-fracture pressure relief.

[0029] Figure 1 This is a flowchart illustrating the synergistic control method for strong support and pre-fracture pressure relief provided by the present invention. Figure 1 As shown, the method includes the following: Step 101: Obtain the acoustic emission prototype spectrum and the burst wave prototype spectrum of the target surrounding rock mass.

[0030] The target surrounding rock mass is a specific rock mass area that requires blasting decompression and support control to maintain stability during underground engineering or mining operations. Its mechanical properties, stress state, and degree of fracture development directly affect the safety of the project and the construction effect. The target surrounding rock mass is usually in a high-stress environment and is subject to dynamic disaster risks such as microfracture propagation and energy accumulation. Stability control needs to be achieved through coordinated blasting decompression and support.

[0031] For example, in deep mining scenarios, in metal mines at depths of thousands of meters, the target surrounding rock mass is a high-stress rock mass affected by mining activities around the ore body, which contains a large number of micro-fractures. When blasting to relieve pressure, it is necessary to design pre-fracture hole parameters for this rock mass area to avoid the surrounding rock instability caused by blasting vibration.

[0032] The acoustic emission prototype spectrum is a spectrum of acoustic emission signals released by the expansion of micro-fractures in the target surrounding rock mass under high ground stress. The spectrum characteristics obtained by spectrum analysis are used to characterize the internal stress state and fracture expansion of the rock mass.

[0033] In the specific implementation process, the acoustic emission prototype spectrum can be obtained in the following ways: Multiple signal receiving points are set up in the pressure-bearing structural area of ​​the target surrounding rock mass, and an acoustic detection device is deployed at each signal receiving point. Each acoustic detection device is equipped with a high-precision clock source, which is connected to a time reference transmitter via a high-frequency radio frequency synchronization device to calibrate the absolute time of the acoustic detection device. The acoustic emission signal segments released by the expansion of micro-fractures in the target surrounding rock mass under high ground stress are received at each signal receiving point. Spectral parameters (including spectral parameters such as dominant frequency, subharmonics, and energy distribution) are extracted from the acoustic emission signal segments to obtain the acoustic emission prototype spectrum.

[0034] The prototype spectrum of the burst wave is obtained from the burst wave generated by the pre-splitting blasting of the target surrounding rock mass.

[0035] The prototype spectrum of the burst wave is a characteristic spectrum obtained by spectral analysis based on the burst wave signal generated by the target surrounding rock mass under high stress or blasting. It is used to analyze the rock mass failure mode and energy release law.

[0036] In practical implementation, the prototype spectrum of the burst wave can be obtained through the following methods: Small-scale directional pre-splitting blasting is carried out on the target surrounding rock mass; blast wave receiving devices are set up at each signal receiving point to receive blast wave signal segments generated by the small-scale directional pre-splitting blasting; spectral parameters (including spectral parameters such as main frequency, subharmonics and energy distribution) are extracted from the blast wave signal segments to obtain the prototype spectrum of the blast wave.

[0037] Small-scale directional pre-splitting blasting is a blasting technique that involves laying out directional boreholes in the target surrounding rock mass, loading a small amount of explosives, and carrying out controlled micro-delay blasting operations to create pre-splitting fissures in a specific direction to release stress energy, while avoiding excessive damage to the surrounding rock mass.

[0038] In some embodiments, a phase reference field can be used to calibrate the time offset and phase difference between the acoustic emission prototype spectrum and the burst wave prototype spectrum, providing an accurate physical alignment reference for subsequently determining the frequency lock between the burst wave prototype spectrum and the acoustic emission prototype spectrum.

[0039] In the specific implementation process, the phase reference field is constructed in the following ways: Background acoustic waves during the initial period of support operations for the target surrounding rock mass are selected as the reference excitation source. Phase information of the initial time-domain signals received by each signal receiving point is extracted using continuous waveform data from the reference excitation source. An initial phase plane is constructed based on the phase information of the initial time-domain signals received by each signal receiving point, with the emission time of the reference excitation source as zero. Phase sampling of the time-domain signals received by each signal receiving point is performed at preset time intervals to obtain the sampled phase values ​​of each signal receiving point. Based on the initial phase plane, a phase reference field is constructed according to the location information of each signal receiving point, the sampled phase values, and the time information corresponding to each sampled phase value.

[0040] The initial time-domain signal may include controlled micro-blasting, mechanical disturbance, or spontaneous microseismic signals from the surrounding rock.

[0041] The phase reference field is a three-dimensional field model constructed by integrating the spatial location, phase sampling value and corresponding time information of each signal receiving point, which can characterize the phase characteristics of the sound wave propagation path as a function of time, and is used for subsequent signal phase synchronization analysis.

[0042] As an example only, the specific implementation process of this step is as follows: Acoustic detection devices are deployed in the stress-concentrated areas of the target surrounding rock mass. Typical pressure-bearing structural areas within the target surrounding rock mass (e.g., the arch of a tunnel, the intersection of rock fissures, the contact surface between the support structure and the surrounding rock) are selected as the target area for signal acquisition. Signal receiving points are set up along the axial and circumferential directions of this area at intervals of 1.5 to 2.5 meters. Each signal receiving point is equipped with an array of acoustic detection devices, with each group containing at least three detection nodes equipped with high-sensitivity acoustic wave sensing elements. The nodes are distributed three-dimensionally along the surrounding rock space. Each array of acoustic detection devices has an independent clock source (e.g., clock accuracy better than 100 nanoseconds) and is connected to a time reference transmitter via a high-frequency radio frequency signal synchronization device. The reference transmitter generates a standard pulse time signal based on an atomic clock synchronization mechanism, and a phase-controlled timing structure is used to achieve unified absolute time calibration for all detection nodes. Through this deployment scheme, all acoustic detection nodes can record acoustic signals on the same absolute time axis, eliminating equipment response delay and data drift errors, and achieving high-precision time alignment of signal data.

[0043] After deploying the acoustic detection device, a phase reference field is established to characterize the phase characteristics of the acoustic emission signal at each moment along its propagation path. A stable background acoustic wave during the initial phase of the support operation is selected as the reference excitation source; this background acoustic wave can originate from controlled micro-blasting, mechanical disturbance, or spontaneous micro-vibration signals from the surrounding rock. Using continuous waveform data of the acquired background acoustic wave, signals received at the same timestamp from different signal receiving points are synchronously compared under a unified time baseline. The phase information of each original time-domain signal is obtained through envelope detection and Hilbert transform methods, and an initial phase plane is constructed with the emission time of the reference excitation source as the zero point. Subsequently, the phase of the signal acquired at each signal receiving point is sampled every 0.5 milliseconds, and all phase values ​​are superimposed to generate a three-dimensional spatial-temporal-phase reference field.

[0044] After constructing the phase reference field, acoustic emission signals were acquired and their spectrum extracted. When microcracks propagate in the target surrounding rock mass under high geostress, they are accompanied by high-frequency, short-duration, irregular pulsed acoustic emission signals, typically concentrated between 20 kHz and 300 kHz, with a duration of less than 20 milliseconds. Each signal receiving point monitored the acquired signals in real time, identifying high-frequency abrupt changes as candidate acoustic emission events. After confirming the validity of the candidate acoustic emission events, 5-millisecond signal segments before and after the events were extracted to construct a 10-millisecond local acoustic wave segment. This segment was processed using a 128-point window function and subjected to Fast Fourier Transform (FFT) to obtain a preliminary spectrum. Further, multi-window overlapping processing was used to superimpose the spectrum, improving frequency resolution and extracting the dominant frequency, subharmonics, energy distribution, and peak frequency range to form a complete prototype acoustic emission spectrum.

[0045] After constructing the acoustic emission prototype spectrum, the blast wave signal was acquired and its prototype spectrum was constructed. Pre-splitting blasting can employ a small-scale directional blasting method with a charge of less than 0.5 kg, with the blast interval precisely controlled within 2 to 4 seconds after the acoustic emission event. Blasting wave receiving devices were simultaneously installed at each signal receiving point to ensure the consistency and comparability of the blast wave and acoustic emission signal paths. At the moment of blast triggering, a continuous signal segment with a duration of no less than 50 milliseconds was acquired, recording the entire process from initiation to the completion of response decay. Edge fluctuations were eliminated using a bilateral symmetrical windowing method, followed by spectrum analysis to extract the dominant frequency, bandwidth, energy center frequency, and main harmonic structure, constructing the blast wave prototype spectrum. Subsequently, the acoustic emission prototype spectrum and the blast wave prototype spectrum were aligned in the frequency and phase domains under a unified time baseline. Frequency domain calibration was performed using the frequency peak and phase response as reference points, and the time offset and phase difference between the two types of signals were uniformly calibrated using a phase reference field.

[0046] The frequency domain and phase domain alignment process can include: achieving timestamp alignment through a unified time baseline; performing phase compensation correction on the acoustic emission prototype spectrum based on the inherent delay of the corresponding propagation path in the phase reference field; and matching and resampling the main peak of the burst wave prototype spectrum with the main frequency of the acoustic emission prototype spectrum as a reference to form a unified frequency and phase reference system.

[0047] Unified calibration is the process of correcting a signal based on the frequency domain calibration results. For example, after calculating the phase difference or time offset of the burst wave signal, reverse phase compensation or time shift correction is applied to the burst wave signal to make it and the acoustic emission signal in a unified phase reference system, thereby eliminating system errors and ensuring the reliability of subsequent same-frequency locking determination.

[0048] Step 102: Determine that the prototype spectrum of the burst wave and the prototype spectrum of the acoustic emission are locked at the same frequency, and obtain characteristic data information of the locked frequency.

[0049] Frequency locking refers to the phenomenon that two or more signals exhibit continuous synchronous coupling in the time domain in terms of instantaneous frequency, amplitude, and phase within a specific frequency band. Specifically, within a selected frequency range, the amplitude envelope curves of the signals show a significant correlation on the time axis, and the phase difference trajectory remains stable within a set time window.

[0050] In the specific implementation process, when the prototype spectrum of the burst wave and the prototype spectrum of the acoustic emission meet the spectrum amplitude locking condition, and the prototype spectrum of the burst wave and the prototype spectrum of the acoustic emission have phase synchronization characteristics, it is determined that the prototype spectrum of the burst wave and the prototype spectrum of the acoustic emission are locked at the same frequency.

[0051] For an example of determining the frequency lock between the prototype spectrum of the burst wave and the prototype spectrum of acoustic emission, see [link to example]. Figure 2The relevant content will not be repeated here.

[0052] For an example of obtaining characteristic data information of same-frequency locking, see [link to example]. Figure 3 The relevant content will not be repeated here.

[0053] Step 103: Adjust the support components deployed in the target surrounding rock mass based on the characteristic data information locked at the same frequency.

[0054] In some embodiments, the instantaneous frequency spectrum of the vibration signal of the target support component can be collected within the target time period; based on the instantaneous frequency spectrum, it can be determined whether the natural frequency of the target support component intersects with the locking center frequency band; if the natural frequency of the target support component intersects with the locking center frequency band, the target support component is determined to be a support component to be adjusted; based on the time information and resonance risk index of each locking time period of the same frequency, the resonance risk index of each support component to be adjusted is determined; for each support component to be adjusted, based on the resonance risk index of the support component to be adjusted, at least one of the damping parameter, stiffness parameter and preload parameter of the support component to be adjusted is adjusted to obtain the adjusted support component.

[0055] Support components refer to various support structures installed in the target surrounding rock mass to bear ground stress and maintain the stability of the rock mass, including but not limited to anchor bolts, anchor cables, steel frames, shotcrete, etc.

[0056] The target support components are those that require special attention, such as anchor bolts / cables in areas of high stress concentration.

[0057] The support component to be adjusted refers to the target support component whose natural frequency intersects with the locking center frequency band of the same frequency lock, and whose parameters need to be adjusted.

[0058] The target time period is associated with the time information of each locked time period of the same frequency.

[0059] The target time period is the time interval that is related to the same frequency lock-in time period on the time axis. The target time period covers the complete cycle of the same frequency lock-in time period (including the spectrum amplitude lock-in phase and the phase synchronization phase), and appropriately extends the time windows before and after (e.g., extending them by 1 to 2 milliseconds before and after) to capture the dynamic response process of the signal.

[0060] In the specific implementation process, within the same frequency locking time period, the burst wave and acoustic emission signal can be regarded as external excitation sources for the support components. The inherent frequency characteristics can be directly deduced from the response signal of the support components through the operation mode recognition method.

[0061] In practice, the start and end times and durations of each locking time period at the same frequency can be matched with the resonance time period of the support component to be adjusted to determine the overlapping time periods of the resonance time periods and the locking time periods at the same frequency. The resonance time period is the time period in which the natural frequency of the support component to be adjusted intersects with the locking center frequency band. Based on the overlapping time periods of the resonance time periods and the locking time periods at the same frequency, the resonance risk index of the support component to be adjusted is determined. For example, if the overlapping time period falls within a certain locking time period at the same frequency, then the resonance risk index of that locking time period at the same frequency is used as the resonance risk index of the support component to be adjusted.

[0062] Step 104: Based on the adjusted support components, perform pre-splitting and decompression operations on the target surrounding rock mass.

[0063] In the specific implementation process, multiple high-risk component areas of the target surrounding rock mass can be determined based on the location information and resonance risk index of each adjusted support component; based on these multiple high-risk component areas, the pre-splitting range can be determined; within the pre-splitting range, the direction of the pre-splitting cracks can be set according to the following conditions: The main axis of the pre-splitting crack is determined based on the shortest connection path between the support components; the pre-splitting crack crosses at least one high-risk component area; the pre-splitting crack does not overlap with the direction of the original structural cracks in the target surrounding rock mass; and asymmetric energy consumption structures are set on both sides of the pre-splitting crack based on the resonance risk index of the support components to be adjusted on both sides of the pre-splitting crack.

[0064] In the embodiments provided by this invention, the dynamic coupling relationship between support components is quantitatively analyzed by the resonance suppression parameter matrix. The main axis of the pre-splitting crack is determined based on the shortest connection path, so that the crack direction actively crosses at least one high-risk component concentration area, while avoiding the direction of the original structural cracks in the target surrounding rock. The main propagation path of the sonic boom wave can be reconstructed from the spatial topology level, realizing the directional dissipation and diversion of energy. At the same time, by arranging impedance asymmetric energy dissipation structures on both sides of the crack, the propagation deflection of the acoustic emission wave can be induced, the reflection superposition condition can be weakened, and the amplitude of the main frequency response can be reduced, thereby breaking the continuous formation mechanism of the frequency lock window, significantly reducing the local amplitude amplification effect within the same frequency lock time period, and improving the overall anti-resonance stability performance of the support system.

[0065] In the specific implementation process, steps 103 and 104 can be executed in the following ways.

[0066] High-frequency triaxial accelerometers are deployed on target support components, such as the anchor bolt body, anchor cable ends, mid-span of the steel arch frame, and the interface between the shotcrete layer and the support structure, to collect dynamic response curves of the target support components within a target time period. Before sensor installation, the elastic modulus and geometric dimensions of the support component material must be measured, and the signal sampling frequency is set based on the theoretical natural frequency estimate, preferably 10 times higher than the estimated frequency, to ensure the ability to capture high-frequency local resonances. After bandpass filtering and denoising, the acquired raw signals are analyzed using short-time Fourier transform to extract the instantaneous frequency spectrum of each support component. Continuously existing frequency peak intervals are identified in the instantaneous frequency spectrum, and the energy concentration and frequency bandwidth are combined to determine whether their natural frequencies intersect with the identified time period locked at the same frequency. If the intersection width exceeds 1.5 kHz and the duration is greater than 3 milliseconds, the support component is identified as a structural resonance-prone unit during that time period and needs to be entered into a dynamic control sequence.

[0067] Based on the determined resonance risk index of the support components to be adjusted, three risk level ranges are defined: Level 1 is the low-risk range with a resonance risk index less than 0.3; Level 2 is the medium-risk range between 0.3 and 0.6; and Level 3 is the high-risk range above 0.6. Each risk level corresponds to a different component parameter adjustment strategy. In the low-risk range, the support components to be adjusted maintain their original design parameters, with only minor adjustments to the damping ratio allowed, not exceeding 10% of the current value. In the medium-risk range, a combined adjustment of the damping and stiffness parameters of the support components to be adjusted is initiated: by adding high-damping sheet material between the anchorage zone and the free section, the energy dissipation capacity of the component is improved without changing its overall strength; simultaneously, elastic node connectors with lower yield strength are replaced or added, reducing the equivalent stiffness by 5% to 10%. In high-risk sections, a joint reconstruction of three parameters of the support components to be adjusted is implemented: the damping ratio is increased to 1.5 times the original value, the stiffness coefficient is reduced by 15% to 20%, and the preload is increased to 125% of the original design value through hydraulic tensioning equipment, so that the components enter a high-energy-consuming and high-resistance state to resist short-term strong amplitude spectrum impacts.

[0068] After determining the parameter adjustment strategies for each support component to be adjusted, a three-dimensional resonance suppression parameter matrix is ​​constructed based on the time coordinate and component number. The horizontal axis of the resonance suppression parameter matrix represents the time series of burst and acoustic emission events, with an accuracy of no less than 10 milliseconds; the vertical axis represents the number of each support component to be adjusted; and the depth axis represents the damping ratio, stiffness coefficient, and preload value of each support component to be adjusted at each time point. The numerical combination of these three parameters forms the resonance suppression parameter matrix, creating a structural parameter database that can be used for dynamic loading. During the generation of the resonance suppression parameter matrix, a gradual change limit threshold needs to be set according to the parameter variation amplitude between consecutive time points: the adjustment ratio of any parameter between two adjacent time points should not exceed 20% to avoid secondary disturbances caused by adjustment, ensure smooth parameter transition, and meet structural stability requirements. All support components to be adjusted must have their parameter configuration updated synchronously through the resonance suppression parameter matrix to achieve unified and coordinated control in spatial distribution.

[0069] The resonance suppression parameter matrix is ​​used as the basis for support behavior control, guiding the actual parameter adjustment operations of various support components to be adjusted on site. For damping adjustment, different types of rubber gaskets, energy-dissipating steel rings, or viscoelastic coating materials are selected and installed for replacement. For stiffness adjustment, the components are softened by changing the cross-sectional shape of anchor bolts or anchor cables, adjusting the hinge rigidity of the arch frame inter-segment connections, or adding plastic sliding components. For preload adjustment, constant load is applied using tensioning equipment, supplemented by real-time monitoring of the adjustment range with stress gauges to ensure that the preload remains stably within the target value range. The parameter adjustment process must be completed in advance during the blasting preparation stage. After adjustment, static acceptance is conducted to ensure that the component adjustment behavior matches the risk level, avoiding over- or under-adjustment.

[0070] After constructing the resonance suppression parameter matrix, the spatial location and temporal coordinates of support components with a resonance risk index greater than 0.6 were extracted from the matrix. High-risk component concentration areas were identified, and the pre-splitting range was delineated based on component number, layout orientation, and historical response curves. A blasting operation projection map was created within the pre-splitting range, projecting the resonance hotspot path onto the 3D surrounding rock model to form a structural stress-frequency superposition trajectory. Using the shortest connection path between components as the main axis, the pre-splitting center direction was set, ensuring that this direction traverses at least two groups of high-risk component areas and avoids overlapping with the direction of primary structural cracks. Subsequently, based on the lithological characteristics of the surrounding rock, the path penetration depth was adjusted: a hole depth of 2.5 meters and a hole diameter of 42 mm were selected for hard rock masses; a hole depth of 2.0 meters and a hole diameter of 38 mm were selected for medium-strength rock masses. The hole spacing was controlled within 0.8 meters, and the holes were arranged in parallel and slightly tilted 10° to 15° in the opposite direction of energy propagation to enhance crack guidance. After drilling, a non-through-charge structure is adopted, with the charge length in each hole not exceeding 60% of the total hole depth. A shaped charge with a concave shape is selected, and a high-viscosity sealing material is used to compact and seal the non-charged section. After charging, the charges are detonated in a predetermined sequence with a delay, advancing sequentially from the middle of the pre-splitting path to both ends, initiating crack propagation segment by segment, and ultimately forming a directional crack channel to achieve stress wave dissipation and diversion along the crack.

[0071] After the pre-cracks are constructed, asymmetric energy-dissipating structures are set on both sides of the crack according to the risk level of each component in the resonance suppression parameter matrix. The layout principle is as follows: a high-impedance, high-energy-dissipating structure is constructed on one side of the high-risk component (the support component with a higher risk level) to absorb the sonic boom energy in the main propagation direction, while the other side maintains a low-impedance transition layer or a low-strength structure to induce deflection and attenuation of the sonic boom wave during propagation. Taking anchor bolt support as an example, a shallow groove structure is excavated on the opposite side of the high-risk component, with a depth controlled at 150 mm, and filled with steel fiber reinforced cement-based composite material. The dynamic modulus of this material is more than 30% higher than that of the foundation surrounding rock, and it has excellent energy absorption capacity; while the front side of the anchor bolt is covered with a flexible expansive concrete surface layer with a thickness of no more than 20 mm to construct a low-reflection buffer layer. For the steel arch frame structure, an energy dissipation wing plate is welded upstream of the risk concentration point. This wing plate is made of ductile steel with a yield strength below 200 MPa and a thickness of at least 8 mm. A 10 mm sliding gap is left between the wing plate and the arch frame connection node, allowing for controlled yield deformation under resonant impact. Downstream, a 5 mm thick rubber layer is laid to further mitigate the reflected wave rebound energy and prevent energy from converging back to the main structural components. After all asymmetric structures are completed, surface vibration tests are conducted to verify the acoustic transmittance, attenuation ratio, and propagation direction deflection rate at each location. If the transmittance decreases by more than 60%, or the main propagation direction deflects by more than 10°, the asymmetric structure configuration is considered to meet the dynamic resonance energy suppression requirements.

[0072] After the asymmetric energy dissipation structure is implemented, the energy propagation response of the overall crack-support-surrounding rock structure is reassessed. Representative support components are selected, and a frequency-sweeping excitation wave within the range of 10 kHz to 150 kHz is applied using an excitation source. The changes in energy response propagating to the interfaces of each component are recorded, and the difference in amplitude response before and after the asymmetric structure deployment is analyzed. Two indicators are considered during the assessment: first, the percentage decrease in the amplitude of the dominant frequency response in the locked center frequency band must reach more than 50% of the original value; second, the spatial offset distance of the energy peak location in the sound wave propagation path must exceed 50 cm from the structure's centerline. Meeting both indicators determines that the asymmetric energy dissipation deployment is effective and possesses engineering-grade energy disturbance capability. This type of structure can be freely deployed in different combinations within different resonance risk levels to achieve a risk-differentiated energy intervention strategy.

[0073] Based on the feedback gain field obtained by inverting the asymmetric energy dissipation structure, an acoustic-electric coupling response detection array is arranged in the target surrounding rock mass area. The fatigue sensitivity of the support components is estimated in real time using the feedback gain field, which drives the dynamic adjustment of the pre-tightening force parameter, the pre-crack depth parameter, and the shotcrete curing time parameter, thereby realizing the synchronous control of local energy release behavior and support performance parameters.

[0074] After completing the asymmetric energy dissipation structure layout and crack induction path construction, in order to achieve dynamic feedback control of high-frequency vibration energy and real-time correction of support component performance, it is necessary to establish a feedback gain field based on the inversion characteristics of the energy propagation path, linking the sensing, analysis, and adjustment processes, and ultimately constructing a synchronous control mechanism for local energy behavior and support performance parameters. The specific steps are as follows: Based on the actual propagation difference between the crack-induced path and the main energy channel in an asymmetric energy-dissipating structure, a feedback gain field is constructed to dynamically identify local energy change trends. The excitation region is selected at the intersection of the sonic boom incident direction and the crack extension direction at an angle of 30° to 60°. A high-frequency sweep excitation source is set up within this region, applying a progressively variable frequency excitation signal of 5 kHz to 150 kHz with a period of 100 milliseconds. Piezoelectric sensors and non-contact laser vibration measurement devices are installed at multiple typical points around the component area to acquire response data of the entire process of energy transfer from the crack interface through the energy-dissipating material to the component surface. By comparing the propagation delay, phase drift, intensity attenuation, and waveform deformation characteristics at different frequencies, the spatial distribution of energy response within the surrounding rock is reconstructed. Based on this, a three-dimensional feedback gain space field is constructed centered on the sound source point, containing three types of values: amplitude gradient, frequency concentration, and directional change rate. This field can be used to reflect the total energy received and disturbance trend of each component under actual working conditions, thereby deriving the response level of the component's location within the entire energy field.

[0075] Based on the spatial structure of the feedback gain field, an acoustic-electric coupling detection array is deployed. The core deployment area is the region with energy intensity higher than the overall field average. At least six sets of acoustic response sensing points and electrical signal acquisition nodes are deployed on three sides of the space containing high-risk components. The acoustic sensing points are piezoelectric ceramic sheets attached to the middle of the anchor bolt, the connection end of the anchor cable pull head, the inner side of the longitudinal rib of the steel arch frame, and the transition zone between the shotcrete and rock mass interface. The electrical signal acquisition nodes are capacitive strain gauges deployed at the location of the maximum strain zone in the stress direction of the component. Both types of sensors must have a sampling frequency higher than 50 kHz and a response time less than 10 microseconds to ensure complete capture of high-frequency, short-period, and rapidly changing acoustic boom disturbance waveforms. The output signals of all sensors are aggregated to a local data processing unit, using a preset synchronous trigger signal to achieve time unification of data across components and multiple directions. This deployment structure aims to form a spatially cross-sensing network for high-frequency acoustic wave response, ensuring that the energy input state and actual stress response state of each key component can be completely measured and quantified.

[0076] Based on data collected by an acoustic-electric response detection array, the fatigue sensitivity of the components is estimated over time. First, the peak frequency distribution and cumulative energy of the dominant frequency of the received sound waves per unit time are extracted for each component. Then, the maximum amplitude, strain change rate, and occurrence frequency of the surface strain response are extracted, and combined with the rate of change of sound wave amplitude and strain fluctuation to form a multi-dimensional data vector. Next, combining the material properties (such as elastic modulus and yield strength) and geometric characteristics (such as cross-sectional shape and connection method) of the support components, the various response quantities are converted into specific fatigue indices for the components. Within a statistical period (every 30 seconds), the fatigue sensitivity index of the support components is calculated, defined as the ratio of the energy borne by the component to its material fatigue resistance. The index ranges from 0 to 1; below 0.3 indicates stability, 0.3 to 0.6 is critically sensitive, and above 0.6 indicates a highly fatigue-sensitive state requiring immediate intervention.

[0077] Based on the real-time output of the fatigue sensitivity index, the component performance parameters are synchronously corrected. If the component is an anchor cable structure and the fatigue sensitivity index exceeds 0.6, a secondary tensioning operation is required using hydraulic jacks to increase the preload by 10% to 15%. After adjustment, the error must be ensured to be less than 5% through tension force backtesting. If the component is located on both sides of the pre-cracked main crack and the energy density of the feedback gain field in this area continues to rise, the existing crack depth is finely adjusted, increasing the extension length by 5% to 10%. Extended blasting is performed by manually drilling holes and adding explosive charges to expand the crack energy release range. If the fatigue sensitivity index on the shotcrete component is greater than 0.5, it indicates that its rigid boundary may produce a stiffness concentration effect. The curing time should be immediately extended from the conventional 7 days to more than 10 days, and the curing temperature should be maintained at no less than 18 degrees Celsius and the humidity at no less than 80% to ensure the full release of delayed shrinkage stress in the concrete and prevent premature occurrence of surface microcracks. This series of adjustment measures are all based on the linkage between the measured response and the actual state of the component, forming a highly accurate and clearly defined control logic.

[0078] After parameter adjustments are completed, acoustic-electric response data are re-acquired and the feedback gain field is updated in real time to form a closed-loop control structure. The excitation method remains the same as before. After excitation, the response data of the components are compared and analyzed to verify the changes in energy input distribution before and after adjustment. If the energy density in the critical component area decreases by more than 30%, the fatigue sensitivity index drops below 0.3, and no shift in stress concentration points occurs, the adjustment effect is considered stable, and the current component parameters are recorded as the new baseline state. If the response threshold is not reached, the next round of fatigue sensitivity assessment and parameter fine-tuning process is automatically initiated until the component enters a low-risk operating state.

[0079] A dynamic control strategy is constructed based on the feedback gain field, the time-reversal feedback loop is activated, the optical frequency comb phase control device is invoked to drive the piezoelectric element array to apply a reverse traction force, and the phase-programmable metamaterial array is coordinated to reconstruct the spectrum locking window, so as to achieve the purpose of quickly eliminating the frequency resonance effect and maintaining a stable state.

[0080] Based on the dynamic identification of fatigue sensitivity of support components and synchronous parameter correction achieved through feedback gain field, a time-reversal control loop needs to be established to actively intervene in frequency resonance effects and continuously maintain system stability. Furthermore, by combining optical frequency comb phase control technology with phase-programmable metamaterial construction, dynamic reconstruction of the spectrum-locked window can be achieved, thereby completely breaking the local frequency energy accumulation path and completing the transient elimination of structural resonance. The specific steps are as follows: Based on the high-gradient energy density distribution path in the feedback gain field, the dominant propagation direction of high-frequency resonance is extracted, and the triggering starting point of the time-reversal control loop is selected. By analyzing the energy distribution trend of the feedback gain field in the high-frequency band of acoustic emission (30 kHz to 80 kHz), combined with the acoustic response delay information of the component, the spatial location with the maximum acoustic wave energy return trend is located. After selecting this location, acoustic wave reflection phase sampling is carried out, and the point is pulse-excited using a high-frequency excitation source. At the same time, multiple high-sensitivity receiving points are arranged within a range of 5 to 30 cm to record the phase difference, delay time, and amplitude changes between the incident and reflected waves. Based on the stability of the acoustic energy return path and the consistency of the propagation direction in this area, the spatial configuration of the inversion loop is determined, and a time compensation table between excitation and response is established through a time matching algorithm to achieve phased output control of the time-reversal signal. This process forms a closed control path that is closed in the time domain and has precise locking capability in the frequency domain, with the excitation source as the starting point and the high-energy return component as the target.

[0081] An optical frequency comb phase control device is introduced to generate a control signal with high time stability and precise frequency distribution. This signal drives an array of piezoelectric ceramic elements mounted on the component surface, applying a reverse traction force opposite to the direction of the sonic boom waveform. In the implementation process, the optical frequency comb device is first placed in a steady-state region away from the high-frequency disturbance source, exciting a broadband stable laser. After parametric conversion and phase modulation, a laser signal with a linear comb-shaped spectral structure is output. This signal is fed into a photoelectric converter, outputting a phase-stable electrical pulse train. The pulse frequency covers the resonant main frequency, third harmonic frequency, and crossover band within the structure, with a minimum period interval controlled within 0.1 microseconds, meeting the high-precision timing requirements of the piezoelectric drive response. After secondary modulation by a time-delay array, the electrical signal is input to each piezoelectric ceramic element. Through local micro-deformation behavior of shear mode or expansion mode, high-frequency but low-amplitude reverse traction disturbances are generated on the component surface. Under specific phase combinations, these disturbances form reverse coherent interference with the incident sonic boom wave within the structure, significantly weakening the energy density of the original waveform at the support interface and reducing the transient impact intensity.

[0082] Based on the spatiotemporal distribution of the reverse traction disturbance, a phase-programmable metamaterial array is constructed at the local interface of the sound wave propagation path to break the standing wave formation conditions within the locked frequency band and spatially block the continuous closure of the spectral locking window. Specifically, the metamaterial array employs an equidistant nested unit arrangement, with each unit consisting of three parts: first, an adjustable diaphragm structure made of titanium alloy-rubber composite material, possessing high-frequency stress response capability; second, a mass block adjustable damping cavity filled with compressed gas of different densities to adjust the acoustic impedance; and third, a phase delay sheet using a multilayer ferroelectric ceramic composite structure, achieving directional adjustment of the phase lag by applying voltage. The array is deployed along the contact zone between the support structure and the surrounding rock surface, divided into a core frequency domain disturbance zone, a peripheral phase lag zone, and a boundary reflection suppression zone according to frequency bands. When activated by the phase control signal, each unit of the metamaterial array responds in concert according to a predetermined hysteresis value, dynamically changing the propagation path and spectral characteristics of the sound wave. This transforms the high-amplitude standing wave that was originally concentrated in a certain frequency band into a weak interference wave train in a dispersed state, thereby achieving spatial decoupling of the locked frequency band resonance.

[0083] After completing the joint control of reverse traction and spectral perturbation, a closed-loop verification of the overall response state of the component was performed to ensure the effectiveness and engineering adaptability of the control mechanism at the physical response level. Frequency sweep tests were conducted again on the same resonance path using an excitation source, and the frequency domain response spectrum of the support component under controlled conditions was recorded. The dominant frequency, peak amplitude, frequency stability range, frequency energy integral value, and maximum response strain value of the support component before and after control were compared. If the dominant frequency peak value decreased by more than 30%, the spectral width increased by more than 1.5 times, the frequency response stability improved by more than 20%, and the local strain hysteresis disappeared, the control mechanism was deemed effective. Simultaneously, the piezoelectric array's operating frequency and the metamaterial unit's response speed were monitored to ensure that both completed the coordinated operation of the entire array within 0.2 milliseconds after piezoelectric activation, guaranteeing its ability to respond synchronously with sudden sonic booms. Ultimately, the synergistic structure of time inversion, optical frequency comb phase control, and phase metamaterial array forms a closed-loop control mechanism, providing a dynamic resonance elimination channel for the support components of the target surrounding rock mass. This breaks away from the traditional passive seismic resistance approach that relies on material energy absorption and structural stiffness, and establishes an active resonance control method that can respond in real time, lock precisely, intervene quickly, and decouple at high frequencies.

[0084] In the embodiments provided by this invention, high-precision identification of frequency domain resonance risk of support components is achieved. Specifically, by utilizing the same-frequency locking analysis of acoustic emission and blast wave spectra, the resonant coupling characteristics of the support components and the dynamic load of the surrounding rock are accurately captured. Based on this, a resonance suppression parameter matrix is ​​dynamically constructed, and the damping, stiffness, and preload parameters of the support components are adjusted according to the resonance risk intensity classification to form a differentiated risk prevention and control strategy. Through directional blasting design and asymmetric energy dissipation structure deployment, a directional energy dissipation channel is formed within the pre-cracking range. Combined with an asymmetric material layout (such as a combination of high-impedance steel fiber cement-based composite materials and flexible expansive concrete), effective blocking is achieved. High-risk energy propagation paths were identified. By employing acoustic-electric coupling detection and feedback gain inversion mechanisms, the vibration response of support components and the energy distribution of surrounding rock were sensed in real time. This dynamically optimized prestressing tension, pre-crack propagation depth, and shotcrete curing parameters, achieving a dynamic balance between structural mechanical properties and energy dissipation. Finally, through time-inversion control loops, optical frequency comb phase locking, and programmable metamaterial phase perturbation technology, the spectrum locking window was actively reconstructed in the initial stage of the burst wave. Utilizing the reverse traction force of piezoelectric ceramics and the dispersion effect of metamaterials, the resonant energy accumulation was rapidly eliminated, successfully preventing fatigue fracture of support components and instability of the overall support system caused by abnormal amplification of local amplitude. This significantly improved the reliability and intelligence of dynamic disaster prevention and control in deep, high-stress environments, providing a full-chain dynamic guarantee for engineering safety under complex geological conditions.

[0085] Figure 2 This is a flowchart illustrating the method for determining frequency locking provided by the present invention. Figure 2 As shown, the method includes the following: Step 201: Determine that the spectrum of the burst wave prototype and the spectrum of the acoustic emission prototype satisfy the spectrum amplitude locking condition.

[0086] The spectrum amplitude locking condition is that the duration for which the ratio of the main peak amplitude of the burst wave prototype spectrum and the acoustic emission prototype spectrum are within the frequency matching interval exceeds a preset duration threshold.

[0087] In the specific implementation process, the dominant frequency of the acoustic emission prototype spectrum can be used as the center frequency to establish a frequency matching interval; the amplitudes of the acoustic emission prototype spectrum and the burst wave prototype spectrum at each frequency point in the frequency matching interval are compared to obtain the amplitude comparison results at each frequency point; based on the amplitude comparison results at each frequency point, it is determined that the duration for which the ratio of the first main peak amplitude and the second main peak amplitude is within the preset amplitude ratio range is greater than the preset duration threshold, thus determining that the burst wave prototype spectrum and the acoustic emission prototype spectrum meet the spectrum amplitude locking condition; wherein, the first main peak amplitude is the main peak amplitude of the burst wave prototype spectrum in the frequency matching interval, and the second main peak amplitude is the main peak amplitude of the acoustic emission prototype spectrum in the frequency matching interval.

[0088] In practice, this step can be implemented in the following ways.

[0089] The dominant frequency position in the acoustic emission prototype spectrum is determined by setting a center frequency. A fixed symmetrical frequency range is then established as the frequency matching interval, preferably 2 kHz above and below the center frequency. The setting of the frequency matching interval needs to consider the differences in wave velocity of the surrounding rock material, the inconsistency of signal propagation paths, and the controllable error range of the influence of acoustic waveform deformation on the spectrum. Within the frequency matching interval, the burst wave prototype spectrum data is extracted and paired point-by-point with the frequency amplitude at the same frequency position in the acoustic emission prototype spectrum. The amplitude of the burst wave frequency peak at each sampling moment is compared with the amplitude of the acoustic emission frequency peak, and a synchronous evolution trajectory of the frequency amplitude is plotted. This trajectory can preliminarily determine whether there is an overlapping region of amplitude peaks between the two signals within the frequency matching interval. If, within a certain time period, the amplitude ratio between the burst wave frequency peak and the acoustic emission frequency peak is between 1.0 and 1.5 and remains continuously stable for more than 5 milliseconds, then this time period is considered to meet the spectrum amplitude locking condition, and this time period is the frequency locking window.

[0090] Step 202: Determine that the prototype spectrum of the burst wave and the prototype spectrum of acoustic emission have phase synchronization characteristics.

[0091] The phase synchronization feature is that the main frequency phase difference between the acoustic emission prototype spectrum and the burst wave prototype spectrum decreases to a stable value in the first time period and maintains this stable value within a preset fluctuation range in the adjacent second time period.

[0092] In the specific implementation process, if the phase difference between the first phase value of the main frequency of the acoustic emission prototype spectrum and the second phase value of the main frequency of the explosion wave prototype spectrum satisfies the following condition, it is determined that the explosion wave prototype spectrum and the acoustic emission prototype spectrum have phase synchronization characteristics: At each point in the first time period, the phase difference shows a decreasing trend until it reaches a stable phase value.

[0093] At each point in time during the second time period, the phase difference remained within the preset fluctuation range of the phase stability value.

[0094] The first time period and the second time period are two different time segments of the spectrum amplitude locking time period, and the second time period is adjacent to the first time period. During the spectrum amplitude locking time period, the spectrum of the burst wave prototype and the spectrum of the acoustic emission prototype satisfy the spectrum amplitude locking condition.

[0095] The spectrum amplitude locking time period is the time interval during which the ratio of the dominant frequency amplitude of the burst wave prototype spectrum and the acoustic emission prototype spectrum is within the frequency matching interval and the ratio of the dominant frequency amplitude is continuously within the preset amplitude ratio range (e.g., 1.0 to 1.5) and continuously and stably exceeds the preset duration threshold (e.g., 5 milliseconds).

[0096] In practice, this step can be implemented in the following ways.

[0097] The dominant frequency phase components of the prototype spectra of the burst wave and the prototype spectra of the acoustic emission are selected within the frequency-locked window, and the instantaneous phase values ​​at each moment are calculated. Specifically, Hilbert transform can be used to extract the envelope of the acoustic emission signal and the burst wave signal at each moment to obtain a complete phase envelope curve. Then, using the phase of the acoustic emission signal as a reference, the relative phase difference between the acoustic emission signal and the burst wave signal at each sampling point is calculated, forming a curve showing the phase difference between the burst wave signal and the acoustic emission signal over time. If this phase difference curve continuously decreases over a period of time and eventually converges to within ±20 degrees, remaining stable without fluctuation, then phase synchronization characteristics are considered to exist during this time period. In particular, if the phase difference decreases with a continuous negative growth trend and no reverse jump occurs, it can be further determined that there is a spontaneous phase-locking trend. The above process requires a sampling rate of not less than 1 MHz and a time accuracy better than 1 microsecond to ensure that every tiny phase fluctuation can be completely captured and used for subsequent criterion calculations.

[0098] Figure 3 This is a flowchart illustrating the method for obtaining characteristic data information of frequency locking provided by the present invention. For example... Figure 3 As shown, the method includes the following: Step 301: Determine the intersection between the spectrum amplitude locking time period and the phase synchronization time period to obtain at least one same frequency locking time period.

[0099] The same frequency locking time period is the time interval in which the spectrum of the burst wave prototype and the spectrum of the acoustic emission prototype simultaneously satisfy the spectrum amplitude locking condition (the ratio of the main frequency amplitude is continuously within the preset range) and the phase synchronization characteristic (the phase difference decreases to a stable value and maintains the fluctuation range) in the time domain.

[0100] During the phase synchronization period, the spectrum of the burst wave prototype and the spectrum of the acoustic emission prototype exhibit phase synchronization characteristics.

[0101] Step 302: Determine the resonance risk index for each time period locked at the same frequency.

[0102] The resonance risk index is determined based on at least one of the first risk factor, the second risk factor, and the third risk factor.

[0103] The first risk factor is determined based on the ratio of the same-frequency locking time period to the duration of small-scale directional pre-splitting blasting; the second risk factor is determined based on the ratio of the main peak amplitude of the locked center frequency band to the background frequency amplitude; and the third risk factor is determined based on the proportion of the second time period within the same-frequency locking time period.

[0104] The background frequency amplitude is the baseline state of the main peak amplitude of the prototype spectrum of the burst wave before the occurrence of the same frequency lock. It serves as a reference baseline for energy amplification, thereby calculating the amplification factor of the main peak amplitude relative to the normal level during the same frequency lock period, and realizing the normalization of risk indicators.

[0105] Step 303: Use the time information, resonance risk index and locking center frequency band of each same frequency locking time period as characteristic data information of the same frequency locking.

[0106] The locked center frequency band is the frequency band formed by the dominant frequency of the burst wave prototype spectrum and the dominant frequency of the acoustic emission prototype spectrum when the spectrum amplitude lock condition is met.

[0107] The time information for the same frequency locking period can include: the start time, end time, and duration of the same frequency locking period.

[0108] In the specific implementation process, steps 301 to 303 can be executed in the following ways.

[0109] For each time period of frequency lock-in, its start time, end time, duration, dominant frequency position, and peak phase stability range are extracted to establish a complete time coordinate index structure. Using the time period of frequency lock-in as the unit of analysis, the corresponding resonance risk index is calculated. The resonance risk index consists of three components: the first risk factor, the proportion of the lock-in duration to the total burst cycle, defined as the time dimension risk factor; the second risk factor, the amplification factor of the lock-in frequency amplitude at the background frequency, defined as the amplitude dimension risk factor; and the third risk factor, the stable range of phase synchronization, defined as the phase dimension risk factor. The three components are weighted and summed with weights of 0.4, 0.3, and 0.3 respectively to obtain a single dimensionless resonance risk index, with a value range limited to 0 to 1. Risk levels are categorized as low risk (below 0.3), medium risk (0.3 to 0.6), and high risk (above 0.6).

[0110] The time indices of all identified same-frequency locking time periods are combined with their corresponding resonance risk indices to output a resonance event dataset containing a quadruple of information: time start, time end, center frequency, and risk level. Based on this dataset, a spectral locking window map is constructed on a unified time coordinate, and the resonance risk index is overlaid as a color map on the frequency-time two-dimensional plane to form a spectral locking heatmap. The heatmap visualizes the location, distribution density, and intensity of the same-frequency locking time periods, which can be used to guide subsequent operations such as identifying damping adjustment parameters for support components, adjusting the natural frequency of support components, and optimizing preload for those periods.

[0111] Figure 4An example is a schematic diagram of the physical structure of an electronic device, such as... Figure 4 As shown, the electronic device may include: a processor 410, a communications interface 420, a memory 430, and a communications bus 440, wherein the processor 410, the communications interface 420, and the memory 430 communicate with each other through the communications bus 440. The processor 410 can call logic instructions in the memory 430 to execute a coordinated control method for strong support and pre-splitting pressure relief. This method includes: acquiring the acoustic emission prototype spectrum and the blast wave prototype spectrum of the target surrounding rock mass; wherein the acoustic emission prototype spectrum is obtained based on the acoustic emission signal released by the expansion of micro-fractures in the target surrounding rock mass under high ground stress; the blast wave prototype spectrum is obtained based on the blast wave generated by pre-splitting blasting of the target surrounding rock mass; determining that the blast wave prototype spectrum and the acoustic emission prototype spectrum are locked at the same frequency, and acquiring characteristic data information of the frequency lock; adjusting the support components deployed in the target surrounding rock mass based on the characteristic data information of the frequency lock; and performing a pre-splitting pressure relief operation on the target surrounding rock mass based on the adjusted support components.

[0112] Furthermore, the logical instructions in the aforementioned memory 430 can be implemented as software functional units and, when sold or used as independent products, can be stored in a computer-readable storage medium. Based on this understanding, the technical solution of the present invention, or the part that contributes to the prior art, or a part of the technical solution, can be embodied in the form of a software product. This computer software product is stored in a storage medium and includes several instructions to cause a computer device (which may be a personal computer, server, or network device, etc.) to execute all or part of the steps of the methods described in the various embodiments of the present invention. The aforementioned storage medium includes various media capable of storing program code, such as USB flash drives, portable hard drives, read-only memory (ROM), random access memory (RAM), magnetic disks, or optical disks.

[0113] On the other hand, the present invention also provides a computer program product, which includes a computer program that can be stored on a non-transitory computer-readable storage medium. When the computer program is executed by a processor, the computer can execute the powerful support and pre-splitting pressure relief coordinated control method provided by the above methods. The method includes: acquiring the acoustic emission prototype spectrum and the blast wave prototype spectrum of the target surrounding rock mass; wherein the acoustic emission prototype spectrum is obtained based on the acoustic emission signal released by the expansion of micro-fractures in the target surrounding rock mass under high ground stress; the blast wave prototype spectrum is obtained based on the blast wave generated by pre-splitting blasting of the target surrounding rock mass; determining that the blast wave prototype spectrum and the acoustic emission prototype spectrum are locked at the same frequency, and acquiring the characteristic data information of the same frequency lock; adjusting the support components deployed in the target surrounding rock mass according to the characteristic data information of the same frequency lock; and performing a pre-splitting pressure relief operation on the target surrounding rock mass based on the adjusted support components.

[0114] In another aspect, the present invention also provides a non-transitory computer-readable storage medium storing a computer program thereon, which, when executed by a processor, implements the powerful support and pre-splitting pressure relief coordinated control method provided by the above methods. This method includes: acquiring the acoustic emission prototype spectrum and the blast wave prototype spectrum of the target surrounding rock mass; wherein the acoustic emission prototype spectrum is obtained based on the acoustic emission signal released by the expansion of micro-fractures in the target surrounding rock mass under high ground stress; the blast wave prototype spectrum is obtained based on the blast wave generated by pre-splitting blasting of the target surrounding rock mass; determining that the blast wave prototype spectrum and the acoustic emission prototype spectrum are locked at the same frequency, and acquiring characteristic data information of the frequency lock; adjusting the support components deployed in the target surrounding rock mass according to the characteristic data information of the frequency lock; and performing a pre-splitting pressure relief operation on the target surrounding rock mass based on the adjusted support components.

[0115] The device embodiments described above are merely illustrative. The units described as separate components may or may not be physically separate. The components shown as units may or may not be physical units; that is, they may be located in one place or distributed across multiple network units. Some or all of the modules can be selected to achieve the purpose of this embodiment according to actual needs. Those skilled in the art can understand and implement this without any creative effort.

[0116] Through the above description of the embodiments, those skilled in the art can clearly understand that each embodiment can be implemented by means of software plus necessary general-purpose hardware platforms, and of course, it can also be implemented by hardware. Based on this understanding, the above technical solutions, in essence or the part that contributes to the prior art, can be embodied in the form of a software product. This computer software product can be stored in a computer-readable storage medium, such as ROM / RAM, magnetic disk, optical disk, etc., and includes several instructions to cause a computer device (which may be a personal computer, server, or network device, etc.) to execute the methods described in the various embodiments or some parts of the embodiments.

[0117] 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 of the technical features; and these modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the spirit and scope of the technical solutions of the embodiments of the present invention.

Claims

1. A method for coordinated control of high-strength support and pre-fracture stress relief, characterized in that, include: Acquire the acoustic emission prototype spectrum and the explosive wave prototype spectrum of the target surrounding rock mass; wherein, the acoustic emission prototype spectrum is obtained based on the acoustic emission signal released by the expansion of micro-fractures in the target surrounding rock mass under high ground stress; the explosive wave prototype spectrum is obtained based on the explosive wave generated by pre-fracture blasting of the target surrounding rock mass; Determine that the prototype spectrum of the burst wave and the prototype spectrum of the acoustic emission are locked at the same frequency, and obtain the characteristic data information of the locked frequency. Based on the characteristic data information of the same frequency locking, the support components deployed in the target surrounding rock mass are adjusted; Based on the adjusted support components, a pre-splitting and decompression operation is performed on the target surrounding rock mass; The step of determining the frequency lock between the prototype spectrum of the burst wave and the prototype spectrum of the acoustic emission includes: When the prototype spectrum of the burst wave and the prototype spectrum of the acoustic emission satisfy the spectrum amplitude locking condition, and the prototype spectrum of the burst wave and the prototype spectrum of the acoustic emission have phase synchronization characteristics, it is determined that the prototype spectrum of the burst wave and the prototype spectrum of the acoustic emission are locked at the same frequency. The spectrum amplitude locking condition for the burst wave prototype spectrum and the acoustic emission prototype spectrum is determined to be satisfied by the following method: The frequency matching interval is established using the dominant frequency of the acoustic emission prototype spectrum as the center frequency; By comparing the amplitudes of the acoustic emission prototype spectrum and the burst wave prototype spectrum at each frequency point in the frequency matching interval, the amplitude comparison results at each frequency point are obtained. Based on the amplitude comparison results at each frequency point, it is determined that the duration for which the ratio of the first main peak amplitude and the second main peak amplitude is within a preset amplitude ratio range is greater than a preset duration threshold, and it is determined that the burst wave prototype spectrum and the acoustic emission prototype spectrum meet the spectrum amplitude locking condition; wherein, the first main peak amplitude is the main peak amplitude of the burst wave prototype spectrum in the frequency matching interval, and the second main peak amplitude is the main peak amplitude of the acoustic emission prototype spectrum in the frequency matching interval.

2. The method for coordinated control of high-strength support and pre-fracture stress relief according to claim 1, characterized in that, The acoustic emission prototype spectrum was obtained in the following manner: Multiple acoustic emission signal receiving points are set up in the pressure-bearing structural area of ​​the target surrounding rock mass, and an acoustic detection device is deployed at each signal receiving point; wherein, each acoustic detection device is equipped with a high-precision clock source, and the high-precision clock source is connected to a time reference emission source via a high-frequency radio frequency synchronization device to calibrate the absolute time of the acoustic detection device. The acoustic wave fragments of the acoustic emission signals released by the expansion of micro-fractures in the target surrounding rock mass under high ground stress are received at each signal receiving point; The spectral parameters are extracted from the acoustic wave segment of the acoustic emission signal to obtain the prototype spectrum of the acoustic emission.

3. The method for coordinated control of high-strength support and pre-fracture stress relief according to claim 2, characterized in that, The prototype spectrum of the burst wave was obtained in the following manner: Small-scale directional pre-splitting blasting was performed on the target surrounding rock mass; The blast wave signal segments generated by the small-scale directional pre-splitting blasting are received by the blast wave receiving device set at each signal receiving point. Spectral parameters are extracted from the burst wave signal segment to obtain the prototype spectrum of the burst wave.

4. The method for coordinated control of high-strength support and pre-fracture stress relief according to claim 3, characterized in that, The method further includes: The time offset and phase difference of the acoustic emission prototype spectrum and the burst wave prototype spectrum are calibrated using a phase reference field. The phase reference field is constructed in the following manner: The background sound waves during the initial period of the support operation for the target surrounding rock mass are selected as the reference excitation source; Using the continuous waveform data of the reference excitation source, the phase information of the initial time-domain signal received at each signal receiving point is extracted; Taking the emission time of the reference excitation source as zero point, an initial phase plane is constructed based on the phase information of the initial time-domain signal received by each signal receiving point; Phase sampling is performed on the time-domain signals received by each signal receiving point according to a preset time interval to obtain the sampled phase value of each signal receiving point; Based on the initial phase plane, the phase reference field is constructed according to the location information of each signal receiving point, the sampled phase value, and the time information corresponding to each sampled phase value.

5. The method for coordinated control of high-strength support and pre-fracture stress relief according to claim 3, characterized in that, The phase synchronization characteristics of the prototype spectrum of the burst wave and the prototype spectrum of the acoustic emission were determined by the following method: If the phase difference between the first phase value of the dominant frequency of the acoustic emission prototype spectrum and the second phase value of the dominant frequency of the explosion wave prototype spectrum satisfies the following condition, it is determined that the explosion wave prototype spectrum and the acoustic emission prototype spectrum have phase synchronization characteristics: At each point in time during the first time period, the phase difference value shows a decreasing trend until it reaches a stable phase value. as well as At each point in time during the second time period, the phase difference value remains within a preset fluctuation range of the stable phase value; The first time period and the second time period are two different time segments of the spectrum amplitude locking time period, and the second time period is adjacent to the first time period; during the spectrum amplitude locking time period, the burst wave prototype spectrum and the acoustic emission prototype spectrum satisfy the spectrum amplitude locking condition.

6. The method for coordinated control of high-strength support and pre-fracture stress relief according to claim 5, characterized in that, The acquisition of the characteristic data information of the same frequency lock includes: Determine the intersection between the spectrum amplitude locking time period and the phase synchronization time period to obtain at least one same-frequency locking time period; wherein, during the phase synchronization time period, the burst wave prototype spectrum and the acoustic emission prototype spectrum exhibit phase synchronization characteristics. Determine the resonance risk index for each locked time period at the same frequency, wherein the resonance risk index is determined based on at least one of a first risk factor, a second risk factor, and a third risk factor; The time information, resonance risk index, and locking center frequency band of each of the same frequency locking time periods are used as the characteristic data information of the same frequency locking. Wherein, the locked center frequency band is the frequency band formed by the main frequency of the explosion wave prototype spectrum and the main frequency of the acoustic emission prototype spectrum when the explosion wave prototype spectrum and the acoustic emission prototype spectrum meet the spectrum amplitude locking condition; The first risk factor is determined based on the ratio of the same-frequency locking time period to the duration of the small-scale directional pre-splitting blast; the second risk factor is determined based on the ratio of the main peak amplitude of the locked center frequency band to the background frequency amplitude; and the third risk factor is determined based on the proportion of the second time period in the same-frequency locking time period.

7. The method for coordinated control of high-strength support and pre-fracture stress relief according to claim 6, characterized in that, The step of adjusting the support components deployed in the target surrounding rock mass based on the characteristic data information locked at the same frequency includes: The instantaneous frequency spectrum of the vibration signal of the target support component is collected within the target time period; wherein, the target time period is associated with the time information of each of the locked time periods of the same frequency; Based on the instantaneous frequency spectrum, determine whether the natural frequency of the target support component intersects with the locking center frequency band; If the natural frequency of the target support component intersects with the locking center frequency band, the target support component is determined to be a support component to be adjusted. Based on the time information and resonance risk index of each locked time period at the same frequency, the resonance risk index of each support component to be adjusted is determined. For each support component to be adjusted, at least one of the damping parameter, stiffness parameter and preload parameter of the support component to be adjusted is adjusted according to the resonance risk index of the support component to be adjusted, so as to obtain the adjusted support component.

8. The method for coordinated control of high-strength support and pre-fracture stress relief according to claim 7, characterized in that, The method further includes: Based on the adjusted location information and resonance risk index of the support components, multiple high-risk component areas of the target surrounding rock mass are determined; Based on the aforementioned high-risk component areas, the pre-cracking range is determined; Within the pre-crack range, the direction of the pre-cracks is set according to the following conditions: The main axis of the pre-splitting crack is determined based on the shortest connection path between the support components; The pre-cracked crack traverses at least one high-risk component area; The pre-splitting cracks do not overlap with the orientation of the original structural cracks in the target surrounding rock mass; Based on the resonance risk index of the support components to be adjusted on both sides of the pre-crack, an asymmetric energy consumption structure is set on both sides of the pre-crack.

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