A method and device for relieving a soft foundation clogging by vacuum pulse wave consolidation drainage

Abstract

The application discloses a kind of soft foundation vacuum pulse wave consolidation drainage method and device for relieving congestion, comprising: according to drainage flow and vacuum degree output congestion trigger signal;Standard test pulse is applied and acoustic emission signal is collected, and congestion type classification result is output by spectrum feature analysis;According to the plane coordinates of drainage body and the delay time calculated according to propagation distance and soil body elastic wave velocity, each drainage body is triggered in turn to emit pulse wave according to congestion type, so that wave front is in phase superposition in the center of congestion and forms energy focusing pulse array unit;According to the type of congestion, a multi-frequency band cooperative pulse sequence is applied, and an asymmetric waveform with slow compression and fast rebound is used to generate directional net drainage displacement;Verification pulse is applied, and echo signal is analyzed to generate drainage channel connectivity map, and according to the dredging effect, supplementary pulse is executed;After dredging, switch to coating deposition mode to form a biomimetic microstructure coating.The application realizes the targeted treatment of different properties of congestion and the quantitative verification of dredging effect.

Description

Technical Field

[0001] This invention relates to the field of soft soil foundation treatment technology, and in particular to a vacuum pulse wave consolidation drainage method and apparatus for relieving siltation in soft soil foundations. Background Technology

[0002] Vacuum preloading is a common method for consolidating drainage in soft soil foundations. During drainage, fine particles, chemical deposits, and microorganisms in the soil gradually accumulate around the drainage body, forming a blockage layer with varying composition and structure, leading to decreased permeability of the drainage channel. To alleviate blockage, existing technologies generally employ pressure fluctuations to disturb and disrupt the blockage structure. For example, by repeatedly performing a "vacuum-pressurization" cycle, the periodic changes in air pressure inside the drainage body cause cracks to form in the blockage layer through alternating contraction and expansion, thereby restoring drainage capacity. The core of this method lies in using one or more fixed pressure fluctuation patterns to treat the blockage area holistically.

[0003] However, in actual engineering projects, the causes of sludge are complex, and sludge layers formed by different causes differ significantly in their physical and mechanical properties. For example, particulate sludge is mainly characterized by physical accumulation, while chemical deposition and biofilm sludge exhibit cementing strength and viscoelasticity characteristics, respectively. Using a fixed, undifferentiated pressure fluctuation pattern makes it difficult to guarantee the treatment effect for all types of sludge. Its energy utilization and unblocking efficiency largely depend on operational experience and are subject to uncertainty. Furthermore, because the true state inside the sludge-filled area cannot be known in real time, the treatment process often relies on indirect judgments based on macroscopic indicators such as drainage flow, making it difficult to accurately assess the unblocking effect and control the process. Summary of the Invention

[0004] In view of this, the purpose of this invention is to propose a soft-foundation vacuum pulse wave consolidation drainage method and device for alleviating siltation. By identifying the causes of siltation and applying multi-frequency pressure fluctuations accordingly, targeted treatment and quantitative verification of dredging effects for siltation of different natures can be achieved.

[0005] To achieve the aforementioned technical objectives, in a first aspect, the technical solution of the present invention is: a vacuum pulse wave consolidation drainage method for relieving siltation on soft foundations, comprising: The system acquires the drainage flow rate and vacuum level of each drainage branch during the normal vacuum drainage stage. When the drainage flow rate drops to a preset threshold and the vacuum level remains stable, a blockage trigger signal is output. A standard test pulse is applied to the clogged drainage body according to the clog trigger signal, and the acoustic emission signal at the intersection of the drainage body branches is collected. The acoustic emission signal is subjected to spectral feature analysis, and the clog type classification result is output according to the result of the spectral feature analysis. Based on the classification of siltation types and the plane coordinates of the drainage bodies, multiple adjacent drainage bodies are selected as the center to form a pulse array unit. The delay time is calculated based on the propagation distance from each drainage body to the siltation center point and the elastic wave velocity of the soil. Each drainage body is triggered to emit pulse waves in sequence according to the delay time, so that the pulse wavefronts are superimposed in phase in the siltation center area, and the output is a pulse array unit formed in the siltation center area with energy focusing characteristics. Based on the classification of siltation types, a multi-band coordinated pulse sequence is applied to the pulse array unit. Each band is executed sequentially according to a preset timing sequence. During the execution of the ultra-low frequency vibration compaction section and the low frequency microcrack induction section, an asymmetrical pulse waveform of slow compression-fast rebound is adopted. The directional net drainage displacement is generated by utilizing the inertial hysteresis effect of pore water, and the drainage channel dredging status is output. According to the drainage channel dredging status, a verification pulse is applied to the active transmitting node in the pulse array unit, and the passive receiving node collects the echo signal. The echo signal is analyzed in the time domain, and a drainage channel connectivity map is generated based on the results of the time domain analysis. If the drainage channel connectivity map shows that the dredging effect is not as expected, a supplementary pulse is executed until a verification result that meets the dredging standard is output. Based on the verification results, the unclogged drainage body was switched to the coating deposition mode, and a biomimetic microstructure coating was deposited on the outer surface of the drainage body filter membrane.

[0006] In some embodiments, the drainage flow rate and vacuum level of each drainage branch during the normal vacuum drainage phase are obtained. When the drainage flow rate drops to a preset threshold and the vacuum level remains stable, a blockage trigger signal is output, including: Start the vacuum pump and apply a normal stable vacuum to each drainage body through the main pipe and branch pipes to carry out normal consolidation drainage. Continuously monitor the drainage flow and vacuum of each branch. Record the drainage flow of each branch under the initial stable state as the reference flow and record the vacuum of each branch under the initial stable state as the reference vacuum. Real-time monitoring of the current drainage flow and vacuum level of each branch, comparing the current drainage flow with the reference flow and the current vacuum level with the reference vacuum level; When the current drainage flow rate drops below a preset percentage of the baseline flow rate, and the decrease in the current vacuum level relative to the baseline vacuum level is less than the preset vacuum level decrease threshold, it is determined that the drainage body connected to the branch is significantly blocked, eliminating the flow rate decrease caused by vacuum leakage, and a blockage trigger signal is output. When the current drainage flow rate drops below a preset percentage of the baseline flow rate, and the current vacuum level decreases relative to the baseline vacuum level by a factor greater than or equal to a preset vacuum level decrease threshold, it is determined that a vacuum leak has occurred in the drainage body connected to the branch, and no blockage trigger signal is output.

[0007] In some embodiments, a standard test pulse is applied to the clogged drainage body according to a clog trigger signal, acoustic emission signals are collected at the intersection of drainage body branches, spectral feature analysis is performed on the acoustic emission signals, and a clog type classification result is output based on the spectral feature analysis results, including: A standard test pulse is applied to the clogged drainage body according to the siltation trigger signal, and the acoustic emission signal at the intersection of the drainage body branches is collected. The acoustic emission signal is subjected to fast Fourier transform to obtain the spectral characteristics. The dominant frequency, amplitude attenuation coefficient and spectral complexity are extracted from the spectral characteristics. The dominant frequency is the frequency corresponding to the peak in the spectrum, the amplitude attenuation coefficient is obtained by exponentially fitting the acoustic emission envelope, and the spectral complexity is the Shannon entropy of the energy distribution of each frequency component. A Fast Fourier Transform (FFT) is performed on the acoustic emission signal to convert the time-domain signal into a frequency-domain signal. The amplitude distribution of each frequency component in the frequency-domain signal is obtained, generating a spectral characteristic curve. The frequency corresponding to the peak amplitude is located from the spectral characteristic curve, and the frequency corresponding to the peak amplitude is extracted as the dominant frequency. An exponential fit is performed on the time-domain envelope of the acoustic emission signal to obtain the decay time constant of the time-domain envelope. The amplitude decay coefficient is calculated based on the reciprocal of the decay time constant. Shannon entropy is calculated on the energy distribution of each frequency component in the spectral characteristic curve to obtain the uniformity of the energy distribution of each frequency component as the spectral complexity. Based on the matching relationship between the dominant frequency, amplitude attenuation coefficient, and spectral complexity with the preset characteristic intervals, the following classification results for clogging types are output: When the dominant frequency is in the low-to-mid frequency range, the amplitude attenuation coefficient is greater than the first threshold, and the spectral complexity is less than the second threshold, the classification result for particulate clogging types is output; when the dominant frequency is in the high frequency range, the amplitude attenuation coefficient is between the third and fourth thresholds, and the spectral complexity is greater than the fifth threshold, the classification result for chemical deposition clogging types is output; when the dominant frequency is in the low frequency range, the amplitude attenuation coefficient is less than the sixth threshold, and the spectral complexity is between the seventh and eighth thresholds, the classification result for biofilm clogging types is output. The degree of clogging is assessed based on the ratio of the total energy of the acoustic emission signal to the reference energy without clogging. The degree of clogging is categorized as mild, moderate, and severe clogging. The degree of clogging is used to determine the total energy and duration of the subsequent multi-band coordinated pulse sequence.

[0008] In some embodiments, based on the classification of siltation types and the planar coordinates of the drainage bodies, multiple adjacent drainage bodies are selected as the center to form a pulse array unit. The delay time is calculated based on the propagation distance from each drainage body to the siltation center point and the elastic wave velocity of the soil. Each drainage body is then triggered to emit pulse waves sequentially according to the delay time, causing the pulse wavefronts to superimpose in phase in the siltation center region. The output is a pulse array unit formed in the siltation center region and possessing energy focusing characteristics, including: Based on the classification of siltation types and the planar coordinates of the drainage bodies, the nearest adjacent drainage bodies are selected according to the planar arrangement of rectangular or quincunx grids, taking the silted drainage body as the center, and together with the central drainage body, they form a pulse array unit. The propagation distance from each drainage body in the pulse array unit to the blockage center point is obtained. The propagation distance is calculated based on the Euclidean distance between the plane coordinates of each drainage body and the plane coordinates of the blockage center point. Soil elastic wave velocity is obtained by performing on-site wave velocity calibration tests on the area where the pulse array unit is located. The on-site wave velocity calibration test includes transmitting test pulses between two drainage bodies at a known distance and recording the propagation time. The soil elastic wave velocity is calculated based on the ratio of the known distance to the propagation time. Based on the ratio of propagation distance to soil elastic wave velocity, the delay time of each drainage body relative to the blockage center point is calculated, so that the pulse wavefronts emitted by each drainage body arrive at the blockage center point simultaneously, achieving in-phase superposition of wave crests. Based on the ratio of the distance between adjacent drainage bodies to the elastic wave velocity of the soil, the emission time interval between adjacent drainage bodies is calculated so that the pulse wavefronts emitted by adjacent drainage bodies maintain a fixed phase difference at the blockage center point, forming a traveling wave phase differential array control, so that the wave peaks and troughs in the area outside the blockage center area cancel each other out. Based on the delay time and the transmission time interval, a pulse transmission timing table for each drainage body in the pulse array unit is generated, and each drainage body is triggered to transmit pulse waves in sequence according to the pulse transmission timing table. During pulse transmission, the reflected wave pressure of each drainage branch is monitored in real time. The time difference between the actual reflected wave and the expected reflected wave is used to determine whether the elastic wave velocity of the soil has shifted. When the time difference exceeds the preset threshold, the delay time of each drainage body is dynamically corrected according to the shifted elastic wave velocity of the soil, and a pulse array unit with energy focusing characteristics is output, which is formed in the center of the blockage area.

[0009] In some embodiments, a multi-band coordinated pulse sequence is applied to the pulse array unit according to the clogging type classification result. Each frequency band is executed sequentially according to a preset timing sequence. During the execution of the ultra-low frequency vibration compaction section and the low frequency microcrack induction section, an asymmetric pulse waveform of slow compression-fast rebound is adopted to generate directional net drainage displacement by utilizing the inertial hysteresis effect of pore water, and output the drainage channel unclog status, including: Based on the classification of sludge types, corresponding frequency band combinations are selected from the multi-frequency band coordinated pulse sequence. The multi-frequency band coordinated pulse sequence includes an ultra-low frequency vibration compaction segment, a low frequency microcrack induction segment, a medium frequency particle rearrangement segment, and a high frequency viscous fracturing segment. An ultra-low frequency vibration section is applied to the pulse array unit, and an asymmetric sawtooth waveform is used to make the vacuum level slowly decrease to the first negative pressure value over a long period of time and then instantly rise to the second negative pressure value, outputting the progressive compression state of the soil skeleton. A low-frequency microcrack induction section is applied to the pulse array unit, using a trapezoidal waveform, so that the vacuum level rises to the third negative pressure value within a preset time and then drops to the fourth negative pressure value instantly, inducing radial microcracks in the soil around the drainage body and outputting the expansion state of the drainage channel. A medium-frequency particle rearrangement segment is applied to the pulse array unit, using a sine wave waveform, so that the vacuum degree fluctuates periodically between the fifth negative pressure value and the sixth negative pressure value, causing particles of different sizes in the blockage layer to generate differentiated inertial responses, and outputting the particle sieving and rearrangement state of the blockage layer. A high-frequency viscous fragmentation section is applied to the pulse array unit, using a narrow pulse square wave waveform to rapidly switch the vacuum degree between the seventh and eighth negative pressure values, generating alternating shear stress in the blockage layer, and outputting the state of chemically deposited crystals and biofilm fragmentation and peeling. A preset vacuum recovery interval is set between each frequency band to allow loose particles and debris generated in the previous frequency band to be discharged with the seepage, thus clearing the drainage channel. The central control unit selects the corresponding frequency band sequence from the preset frequency band combination library based on the classification results of the clogging type and the degree of clogging; The frequency band sequence corresponding to moderate particle blockage is executed sequentially as follows: ultra-low frequency vibration, low frequency microcrack induction, and mid-frequency particle rearrangement. The frequency band sequence corresponding to severe particle blockage is executed sequentially as follows: the above three segments are executed sequentially, and the duration of each segment is longer than that of the segment corresponding to moderate particle blockage. The frequency band sequence corresponding to moderate chemical deposition blockage is executed sequentially as follows: ultra-low frequency vibration, low frequency microcrack induction, mid-frequency particle rearrangement, and high-frequency viscous fragmentation. The frequency band sequence corresponding to severe chemical deposition blockage is executed sequentially as follows: the above four segments are executed sequentially, and the duration of each segment is longer than that of the segment corresponding to moderate chemical deposition blockage. The frequency band sequence corresponding to moderate biofilm blockage is executed sequentially as follows: ultra-low frequency vibration, low frequency microcrack induction, and high-frequency viscous fragmentation. The frequency band sequence corresponding to severe biofilm blockage is executed sequentially as follows: the above three segments are executed sequentially, and the duration of each segment is longer than that of the segment corresponding to moderate biofilm blockage. A conventional vacuum recovery interval is set between each frequency band. During the ultra-low frequency vibration compaction section and the low frequency microcrack induction section, an asymmetric pulse waveform of slow compression-fast rebound is used to slowly reduce the vacuum from the base negative pressure value to the target negative pressure value. The duration of the slow reduction is the first duration, which allows pore water to migrate outward along the drainage channel under the gradual negative pressure gradient. After reaching the target negative pressure value, the vacuum level is instantly restored to the baseline negative pressure value within the second time period, which is significantly shorter than the first time period. By utilizing the inertial hysteresis effect of pore water during the instantaneous rise phase and the viscous resistance of the water column in the channel, the pore water cannot instantly flow back to its original position, thereby generating a directional net drainage displacement in each pulse cycle. During the execution of the asymmetric pulse waveform, the basic negative pressure value of each drainage body in the pulse array unit is maintained, so that the slow compression phase starts from the basic negative pressure value, which ensures both the pulse effect and the basic seepage.

[0010] In some embodiments, a verification pulse is applied to the active transmitting node in the pulse array unit according to the drainage channel dredging status. The passive receiving node collects the echo signal, performs time-domain analysis on the echo signal, and generates a drainage channel connectivity map based on the time-domain analysis results. If the drainage channel connectivity map shows that the dredging effect is not as expected, supplementary pulses are executed until a verification result that meets the dredging standard is output, including: Based on the drainage channel's dredging status, a broadband verification pulse is applied to the active transmitting node in the pulse array unit, and the passive receiving node collects the echo signal. Time-domain analysis of the echo signal is performed to extract the time delay between the direct wave and the reflected wave. The distance to the reflector is calculated based on the product of the time delay and the elastic wave velocity of the soil, and the location information of the silted area is output. By comparing the amplitude ratios of the broadband verification pulse and echo signals in each frequency band, the frequency attenuation ratio is extracted. Based on the frequency attenuation ratio, the equivalent pore size and permeability coefficient of the clogging layer are inverted, and the clogging degree assessment information is output. Calculate the cross-correlation phase shift between the broadband verification pulse and the echo signal, extract the phase distortion index, distinguish between viscous and non-viscous sludge based on the phase distortion index, and output sludge type verification information; Based on the location information of the blocked area, the assessment information of the degree of blockage, and the verification information of the type of blockage, a connectivity map of the drainage channel is generated. If the drainage channel connectivity map shows that the dredging effect is not as expected, supplementary pulses are executed in the areas that do not meet the standards. The energy and duration of the supplementary pulses are increased by a preset increment. After each supplementary pulse, echo signal acquisition and time domain analysis are re-executed until the frequency attenuation ratio recovery rate of all areas in the drainage channel connectivity map exceeds the preset threshold, and the verification result that meets the dredging standard is output.

[0011] In some embodiments, the amplitude ratios of the broadband verification pulse and echo signals in each frequency band are compared to extract the frequency attenuation ratio. Based on the frequency attenuation ratio, the equivalent pore size and permeability coefficient of the clogging layer are inverted, and clogging degree assessment information is output, including: Perform Fast Fourier Transform on the wideband verification pulse and the echo signal respectively to obtain the transmission spectrum of the wideband verification pulse and the reception spectrum of the echo signal; Calculate the amplitude ratio of the received spectrum to the transmitted spectrum at each frequency point, generate a frequency attenuation ratio curve, and the frequency range in the frequency attenuation ratio curve where the attenuation amplitude exceeds the preset attenuation threshold corresponds to the effective cutoff frequency of the blockage layer. Based on the physical mapping relationship between the effective cutoff frequency and the equivalent pore size of the blockage layer, the equivalent pore size of the blockage layer is inverted. The physical mapping relationship is established based on the propagation attenuation theory of sound waves in porous media. Based on the physical mapping relationship between equivalent pore size and permeability coefficient, the permeability coefficient of the clogging layer is inverted. The physical mapping relationship is established based on the Kozeny-Kaman equation. Perform cross-correlation operation on the broadband verification pulse and echo signal to obtain the cross-correlation function, and extract the peak offset from the cross-correlation function as the phase distortion index; When the phase distortion index is greater than the preset phase distortion threshold, the clogging type is determined to be viscous clogging, which includes chemical deposition clogging and biofilm clogging. When the phase distortion index is less than or equal to the preset phase distortion threshold, the clogging type is determined to be non-viscous clogging, which includes particulate clogging.

[0012] In some embodiments, based on the verification results, the unclogged drainage body is switched to a coating deposition mode to deposit a biomimetic microstructure coating on the outer surface of the drainage body filter membrane, including: When the verification results meet the dredging standards, the central control unit switches the corresponding drainage branch to the coating deposition mode, shuts off the vacuum pumping system for that branch, and turns on the high-pressure air source switching device to inject a low-pressure airflow carrying nano-hydrophobic particles into the branch pipe. The particle size and concentration of the nano-hydrophobic particles are determined according to the sludge type classification and soil pore characteristics. The pressure of the low-pressure airflow is greater than the pore water pressure of the soil outside the drainage body and less than the compressive strength of the drainage body structure. The injection duration is determined according to the length of the drainage body and the permeability coefficient of the filter membrane. Driven by the pressure difference between the residual vacuum negative pressure inside the drainage body and the pore water pressure of the external soil, the low-pressure airflow passes through the filter membrane from the inside to the outside. The nano-hydrophobic particles are deposited at the interface between the outer surface of the filter membrane and the soil to form a biomimetic microstructure coating. The biomimetic microstructure coating forms micron-level protrusions and nano-level rough structures through the random accumulation and aggregation of nano-hydrophobic particles, so that the pore water contact angle on the outer surface of the filter membrane is greater than the preset hydrophobic angle threshold. The central control unit controls whether the coating deposition mode is executed based on the classification result of the sludge type. When the sludge type classification result is particulate sludge or biofilm sludge, the coating deposition mode is executed. When the sludge type classification result is chemical deposition sludge, the coating deposition mode is skipped and the normal vacuum drainage state is maintained.

[0013] In some embodiments, the soft-foundation vacuum pulse wave consolidation drainage method for alleviating siltation further includes: If the drainage flow rate of a certain drainage body is still lower than the preset failure threshold of the initial flow rate after a supplementary pulse, the drainage body is determined to be a failed drainage body, the branch valve of the failed drainage body is permanently closed, and any pulse or vacuum is stopped from being applied to it. Automatically increase the vacuum level of the second number of adjacent drainage bodies that are adjacent to the failed drainage body, so that the vacuum level of the second number of adjacent drainage bodies is increased from the normal vacuum level to the enhanced vacuum level; Extend the duration of the low-frequency microcrack induction section of the second number of adjacent drainage bodies, so that the effective drainage radius of the second number of adjacent drainage bodies can be extended to the original drainage area covering the failed drainage body; By comparing the echo time-domain imaging results of the second number of adjacent drainage bodies, after confirming that their drainage channels are unobstructed, the enhanced vacuum degree and extended low-frequency microcrack induction section of the second number of adjacent drainage bodies are maintained until the drainage ends.

[0014] In a second aspect, the present invention also provides a soft-foundation vacuum pulse wave consolidation drainage device for alleviating sludge buildup, used to perform the method described in the first aspect. The device includes a vacuum pumping system, a high-pressure gas source switching device, a vertical drainage array, an acoustic emission sensor, a pulse transceiver multiplexing module, a pressure sensor, an adaptive damping matching layer, and a central control unit. The vacuum pumping system includes a vacuum pump, main pipe, branch pipes, and electrically controlled valves, used to apply a conventional stable vacuum to each drainage branch and perform consolidation drainage. The high-pressure gas source switching device includes an air compressor, an air storage tank, and a high-speed reversing valve, used to generate and switch the pulse waveforms required for the multi-band coordinated pulse sequence. The vertical drainage array is composed of multiple drainage bodies arranged in a rectangular or quincunx grid. Each drainage branch is equipped with an independent electrically controlled valve; acoustic emission sensors are deployed at the intersections of each drainage branch to collect acoustic emission signals; pulse transceiver multiplexing modules are configured in some drainage branches as active transmitting nodes and in the remaining drainage branches as passive receiving nodes; pressure sensors are configured in each drainage branch to monitor drainage flow, vacuum level, and reflected wave pressure; an adaptive damping matching layer is set at the interface between each drainage branch and the soil to adjust the matching degree between the pulse wave impedance and the soil impedance; the central control unit is connected to the vacuum pumping system, the high-pressure gas source switching device, the electrically controlled valves, the acoustic emission sensors, the pulse transceiver multiplexing modules, the pressure sensors, and the adaptive damping matching layer to execute the method described in the first aspect.

[0015] By adopting the above technical solution, the present invention has the following beneficial effects compared with the prior art: The present invention provides a method and device for vacuum pulse wave consolidation drainage of soft soil foundation to alleviate siltation, comprising: outputting a siltation trigger signal according to the drainage flow rate and vacuum degree; applying a standard test pulse and collecting acoustic emission signals, and outputting siltation type classification results after spectral feature analysis; according to the siltation type and the plane coordinates of the drainage body, triggering each drainage body to emit pulse waves in sequence according to the delay time calculated by the propagation distance and the elastic wave velocity of the soil, so that the wavefronts are superimposed in phase at the siltation center to form an energy-focused pulse array unit; applying a multi-band coordinated pulse sequence according to the siltation type, and using slow compression The rapidly rebounding asymmetrical waveform generates directional net drainage displacement; a verification pulse is applied and the echo signal is analyzed to generate a drainage channel connectivity map, and a supplementary pulse is executed based on the unblocking effect; after unblocking, the process switches to a coating deposition mode to form a biomimetic microstructure coating. This invention achieves targeted treatment and quantitative verification of unblocking effects for sludge of different properties. Attached Figure Description

[0016] To more clearly illustrate the technical solutions in the embodiments of the present 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 only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0017] Figure 1 This is a schematic diagram of steps S101 to S107 of the method described in the specific implementation embodiment; Figure 2 This is a schematic diagram of steps S201 to S204 of the method described in the specific implementation embodiment; Figure 3 This is a schematic diagram of steps S301 to S311 of the method described in the specific implementation. Detailed Implementation

[0018] The present invention will be further described in detail below with reference to the accompanying drawings and embodiments. It should be particularly noted that the following embodiments are for illustrative purposes only and do not limit the scope of the invention. Similarly, the following embodiments are only some, not all, embodiments of the present invention, and all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0019] Please see Figure 1 In a first aspect, this embodiment provides a vacuum pulse wave consolidation drainage method for soft soil foundations to alleviate siltation, comprising: S101. Obtain the drainage flow rate and vacuum level of each drainage branch during the normal vacuum drainage stage. When the drainage flow rate drops to a preset threshold and the vacuum level remains stable, output a blockage trigger signal. S102. Apply a standard test pulse to the drainage body that is clogged according to the siltation trigger signal, collect the acoustic emission signal at the intersection of the drainage body branches, perform spectral feature analysis on the acoustic emission signal, and output the siltation type classification result based on the result of the spectral feature analysis. S103. Based on the classification of siltation types and the plane coordinates of the drainage bodies, select multiple adjacent drainage bodies as the center of the silted drainage body to form a pulse array unit. Calculate the delay time based on the propagation distance from each drainage body to the siltation center point and the elastic wave velocity of the soil. In accordance with the delay time, trigger each drainage body to emit pulse waves in sequence, so that the pulse wavefronts are superimposed in phase in the siltation center area, and output a pulse array unit formed in the siltation center area with energy focusing characteristics. S104. Apply a multi-band coordinated pulse sequence to the pulse array unit according to the classification of siltation type. The multi-band coordinated pulse sequence includes at least two of the following: ultra-low frequency vibration compaction section, low frequency microcrack induction section, medium frequency particle rearrangement section, and high frequency viscous fragmentation section. Each frequency band is executed sequentially according to a preset time sequence. During the execution of the ultra-low frequency vibration compaction section and the low frequency microcrack induction section, an asymmetric pulse waveform of slow compression-fast rebound is used to generate directional net drainage displacement by utilizing the inertial hysteresis effect of pore water, and output the dredging status of the drainage channel. S105. Based on the drainage channel dredging status, a verification pulse is applied to the active transmitting node in the pulse array unit. The passive receiving node collects the echo signal and performs time-domain analysis on the echo signal. Based on the time-domain analysis results, a drainage channel connectivity map is generated. If the drainage channel connectivity map shows that the dredging effect is not as expected, a supplementary pulse is executed until a verification result that meets the dredging standard is output. For failed drainage bodies that still cannot restore effective drainage after supplementary pulses, their branch valves are closed, the vacuum degree of adjacent drainage bodies is increased, and the duration of their low-frequency micro-crack induction section is extended, so that the effective drainage radius of the adjacent drainage bodies covers the drainage area of ​​the failed drainage body. S106. Based on the verification results, switch the unclogged drainage body to the coating deposition mode and deposit a biomimetic microstructure coating on the outer surface of the drainage body filter membrane. The coating deposition mode is only executed when the clogging type is classified as particulate clogging or biofilm clogging. The coating deposition mode is not executed under the chemical deposition clogging type. S107. Repeat the above steps until the drainage flow of all branches is stable at a preset percentage of the initial flow and the average degree of soil consolidation reaches the preset termination threshold.

[0020] In step S101, the drainage flow rate and vacuum level are monitored in real time by pressure sensors configured in each drainage branch and uploaded to the central control unit. Preset thresholds can be determined based on the drainage type and soil conditions through on-site calibration or historical data statistics, used to distinguish between normal drainage attenuation and abnormal siltation. The criterion for maintaining a stable vacuum level is that the decrease in the current vacuum level relative to the initial stable vacuum level is within an allowable range, thereby eliminating misjudgments of flow rate decrease caused by vacuum leakage.

[0021] In step S102, the standard test pulse is a low-energy, short-duration preset pulse waveform used to excite the acoustic emission response of the blockage layer without altering its original state. The acoustic emission signal is continuously acquired at a high sampling rate by acoustic emission sensors deployed at branch intersections. Spectral feature analysis converts the time-domain signal into a frequency-domain signal, extracting quantitative indicators reflecting the physical properties of the blockage layer. These indicators correspond to different blockage causes such as particle migration, chemical deposition, and biofilm growth. The blockage type classification result is a classification label output based on the above indicators, used to guide subsequent differentiated pulse strategies.

[0022] In step S103, the planar coordinates of the drainage bodies are obtained from design drawings or on-site measurements. The pulse array unit is centered on the clogged drainage body, and adjacent drainage bodies are selected according to a rectangular or quincunx grid layout. The propagation distance is calculated using the Euclidean distance between the planar coordinates of each drainage body and the clog center point; the soil elastic wave velocity is determined through on-site wave velocity calibration tests or empirically based on soil type. The delay time is calculated based on the ratio of the propagation distance to the soil elastic wave velocity, ensuring that the pulse wavefronts emitted by each drainage body arrive simultaneously at the clog center point, achieving in-phase superposition of wave crests and energy focusing.

[0023] Preferably, based on the soil equivalent bulk modulus obtained from echo time-domain analysis, the gas-liquid ratio of the adaptive damping matching layer at the interface of each drainage branch is adjusted so that the equivalent bulk modulus of the matching layer is close to the square root of the product of the soil equivalent bulk modulus and the bulk modulus of the gas-liquid mixture in the pipe. An elastic reflection ring is then configured to feed the rebound energy back to the blockage layer, thereby achieving secondary focusing of the standing wave.

[0024] Specifically, before executing the multi-band coordinated pulse sequence, the current equivalent bulk modulus of the adaptive damping matching layer at the interface of each drainage branch is obtained. The adaptive damping matching layer includes an inner vacuum pipe wall, a middle adjustable gas-liquid cavity, and an outer flexible permeable membrane. Based on the soil equivalent bulk modulus obtained from echo time-domain analysis, the optimal matching layer equivalent bulk modulus is calculated. The optimal matching layer equivalent bulk modulus is the square root of the product of the soil equivalent bulk modulus and the bulk modulus of the gas-liquid mixture in the pipe. By adjusting the micro-flow valve of the middle adjustable gas-liquid cavity, the gas-liquid ratio of the adjustable gas-liquid cavity is changed, so that the equivalent bulk modulus of the matching layer approaches the optimal matching layer equivalent bulk modulus. An elastic reflection ring is set on the outer layer of the adaptive damping matching layer. The thickness and pre-compression of the elastic reflection ring are adjusted according to the current pulse main frequency, so that the resonance frequency of the elastic reflection ring approaches the current pulse main frequency. The rebound wave is reflected back to the siltation layer and superimposed with the incident pulse wave to form a standing wave, achieving secondary focusing of the standing wave. This step achieves directional focusing and efficient transmission of pulse energy in the clogging area through a combination of phase control and impedance matching.

[0025] In step S104, each frequency band in the multi-band synergistic pulse sequence targets a different scale of silt removal mechanism. The ultra-low frequency compaction segment uses long-period pressure fluctuations to progressively compress the soil skeleton and generate a breathing effect to loosen shallow sediments; the low-frequency microcrack induction segment induces radial microcracks in the soil surrounding the drainage body through pressure gradient changes to expand drainage channels; the mid-frequency particle rearrangement segment uses periodic inertial forces to induce differentiated responses in particles of different sizes within the silt layer, thereby achieving sieve rearrangement; the high-frequency viscous fracturing segment uses rapid alternating shear stress to cause fatigue fracturing of chemically deposited crystals and biofilms. The slow compression stage allows pore water sufficient time to migrate outward along the drainage channels under a progressive negative pressure gradient, while the fast rebound stage prevents instantaneous backflow due to the inertia of pore water and the viscous resistance of the water column within the channels, thus generating directional net drainage displacement in each pulse cycle. This step, through the combination of multi-band synergy and asymmetric waveforms, achieves stratified silt removal and improves drainage efficiency for different types of siltation.

[0026] In step S105, the active transmitting node and the passive receiving node are pre-configured in the pulse array unit. The active node is used to transmit broadband verification pulses, and the passive node is used to collect echo signals. Time-domain analysis extracts information such as time delay, amplitude attenuation, and phase shift from the echo signals. Based on this, the location, degree, and type of blockage in the drainage channel are inverted, generating a drainage channel connectivity map. Preferably, the energy and duration of the supplementary pulses are increased incrementally according to a preset increment, and echo verification is performed again after each supplement until all areas meet the dredging standards. This step realizes the visual verification and closed-loop feedback of the dredging effect and provides a system fault tolerance mechanism.

[0027] In step S106, the biomimetic microstructure coating is formed by depositing nano-hydrophobic particles on the outer surface of the drainage body filter membrane through a low-pressure airflow. The coating has hydrophobic properties, which can reduce the probability of fine particles adhering to the filter membrane surface and delay the occurrence of secondary clogging.

[0028] This embodiment accurately triggers clogging events using dual criteria of flow rate and vacuum degree, achieves quantitative diagnosis of clogging type through acoustic emission spectrum analysis, then uses traveling wave phase differential array control to achieve directional focusing of pulse energy, and employs multi-band coordination and asymmetric waveforms to achieve layered deblocking and directional drainage. Echo time-domain analysis enables visual verification and closed-loop feedback of the unblocking effect, and finally, a biomimetic microstructure coating achieves long-term anti-re-clogging. This embodiment transforms clogging treatment from a crude, open-loop operation to a precise, verifiable, and adaptive intelligent process, significantly improving the long-term efficiency and stability of vacuum pre-compression drainage on soft foundations.

[0029] In some embodiments, the drainage flow rate and vacuum level of each drainage branch during the normal vacuum drainage phase are obtained. When the drainage flow rate drops to a preset threshold and the vacuum level remains stable, a blockage trigger signal is output, including: Start the vacuum pump and apply a normal stable vacuum to each drainage body through the main pipe and branch pipes to carry out normal consolidation drainage. Continuously monitor the drainage flow and vacuum of each branch. Record the drainage flow of each branch under the initial stable state as the reference flow and record the vacuum of each branch under the initial stable state as the reference vacuum. Real-time monitoring of the current drainage flow and vacuum level of each branch, comparing the current drainage flow with the reference flow and the current vacuum level with the reference vacuum level; When the current drainage flow rate drops below a preset percentage of the baseline flow rate, and the decrease in the current vacuum level relative to the baseline vacuum level is less than the preset vacuum level decrease threshold, it is determined that the drainage body connected to the branch is significantly blocked, eliminating the flow rate decrease caused by vacuum leakage, and a blockage trigger signal is output. When the current drainage flow rate drops below a preset percentage of the baseline flow rate, and the current vacuum level decreases relative to the baseline vacuum level by a factor greater than or equal to a preset vacuum level decrease threshold, it is determined that a vacuum leak has occurred in the drainage body connected to the branch, and no blockage trigger signal is output.

[0030] In this embodiment, the initial steady state refers to the stage after the vacuum drainage system is started, where the drainage flow rate and vacuum level of each branch reach a relatively stable state with fluctuations less than a certain range. This state can be determined by monitoring that the rate of change of drainage flow rate and vacuum level is lower than a preset fluctuation threshold over multiple consecutive sampling periods. The reference flow rate and reference vacuum level are recorded as the average value of drainage flow rate and vacuum level under this initial steady state or the instantaneous value at a certain stable moment, respectively, as reference benchmarks for subsequent comparisons.

[0031] A preset vacuum degree decline threshold is used to define the level at which the vacuum degree declines to be considered a vacuum leak. Optionally, the preset percentage is determined through preliminary on-site calibration tests: before the formal implementation of the project, a representative area is selected for a vacuum pre-compression test. During the test, the drainage flow rate and vacuum degree are continuously monitored. When the drainage flow rate begins to decrease significantly from its initial value while the vacuum degree remains stable, the percentage decrease in flow rate at this inflection point is recorded, and this percentage is used as the preset percentage. The preset vacuum degree decline threshold can be determined through calibration tests simulating vacuum leak conditions: a controllable vacuum leak is created in the test area, and the magnitude of the vacuum degree's synchronous decline with the drainage flow rate is monitored. The percentage decrease in vacuum degree when the leak occurs is recorded, and this percentage is used as the preset vacuum degree decline threshold. The above two parameters can also be determined by collecting monitoring data from multiple drainage bodies in historical projects from normal drainage to the occurrence of significant blockage or leakage, and then conducting statistical analysis. The central control unit continuously receives real-time data from the sensors of each branch, calculates the ratio of the current drainage flow rate to the reference flow rate, and the magnitude of the current vacuum degree's decline relative to the reference vacuum degree.

[0032] When the ratio of the current drainage flow rate to the baseline flow rate is lower than a preset percentage, the decrease in the current vacuum level is further assessed. If the decrease in the current vacuum level is less than the preset vacuum level decrease threshold, it indicates that the sealing system is intact and the flow rate decrease is indeed caused by blockage in the internal channels of the drainage body. In this case, a blockage trigger signal is output to initiate subsequent diagnostic procedures. If the decrease in the current vacuum level is greater than or equal to the preset vacuum level decrease threshold, it indicates that the vacuum level decreases significantly in sync with the flow rate, and there is a vacuum leak caused by a breach in the system's seal. In this case, no blockage trigger signal is output to avoid ineffective blockage treatment of the leak.

[0033] This embodiment introduces a reference flow rate and a reference vacuum degree as comparison benchmarks, and combines a preset percentage and a preset vacuum degree decrease threshold as dual criteria to accurately distinguish between clogging events and vacuum leakage events, avoiding false triggering caused by vacuum leakage, and providing a reliable trigger signal for subsequent accurate diagnosis and treatment.

[0034] Please see Figure 2 In some embodiments, a standard test pulse is applied to the clogged drainage body according to the clog trigger signal, acoustic emission signals at the intersection of drainage body branches are collected, spectral feature analysis is performed on the acoustic emission signals, and the clog type classification result is output based on the spectral feature analysis result, including: S201. Apply a standard test pulse to the blocked drainage body according to the blockage trigger signal, collect the acoustic emission signal at the intersection of the drainage body branches, perform a fast Fourier transform on the acoustic emission signal to obtain the spectral characteristics, and extract the dominant frequency, amplitude attenuation coefficient and spectral complexity from the spectral characteristics. The dominant frequency is the frequency corresponding to the peak in the spectrum, the amplitude attenuation coefficient is obtained by exponentially fitting the acoustic emission envelope, and the spectral complexity is the Shannon entropy of the energy distribution of each frequency component. S202. Perform a Fast Fourier Transform on the acoustic emission signal to convert the time-domain signal into a frequency-domain signal, obtain the amplitude distribution of each frequency component in the frequency-domain signal, and generate a spectral characteristic curve; locate the frequency corresponding to the peak amplitude from the spectral characteristic curve, and extract the frequency corresponding to the peak amplitude as the dominant frequency; perform exponential fitting on the time-domain envelope of the acoustic emission signal to obtain the decay time constant of the time-domain envelope, and calculate the amplitude decay coefficient based on the reciprocal of the decay time constant; perform Shannon entropy calculation on the energy distribution of each frequency component in the spectral characteristic curve to obtain the uniformity of the energy distribution of each frequency component as the spectral complexity. S203. Based on the matching relationship between the dominant frequency, amplitude attenuation coefficient, and spectral complexity with the preset characteristic interval, output the blockage type classification result: When the dominant frequency is in the low-to-mid frequency range, the amplitude attenuation coefficient is greater than the first threshold, and the spectral complexity is less than the second threshold, output the particle blockage type classification result; when the dominant frequency is in the high frequency range, the amplitude attenuation coefficient is between the third and fourth thresholds, and the spectral complexity is greater than the fifth threshold, output the chemical deposition blockage type classification result; when the dominant frequency is in the low frequency range, the amplitude attenuation coefficient is less than the sixth threshold, and the spectral complexity is between the seventh and eighth thresholds, output the biofilm blockage type classification result. S204. The degree of clogging is assessed based on the ratio of the total energy of the acoustic emission signal to the reference energy without clogging. The degree of clogging includes mild clogging, moderate clogging, and severe clogging. The degree of clogging is used to determine the total energy and duration of the subsequent multi-band coordinated pulse sequence.

[0035] In step S201, the amplitude, period, and number of periods of the standard test pulse are preset according to the drainage body type and soil conditions to excite the silt layer to produce a recognizable acoustic emission response without changing its original state. The acoustic emission signal is continuously acquired by acoustic emission sensors deployed at branch intersections at a sampling rate no lower than the resolution required for subsequent spectral analysis, with the recording duration covering the complete action period of the standard test pulse and the aftereffect decay process. A fast Fourier transform converts the time-domain signal to a frequency-domain signal, obtaining the amplitude distribution of each frequency component as spectral characteristics. The dominant frequency is directly extracted from the frequency corresponding to the peak amplitude in the spectral characteristics. The amplitude attenuation coefficient is obtained by exponentially fitting the time-domain envelope of the acoustic emission signal. Specifically, after taking the absolute value of the time-domain waveform, the envelope is obtained through low-pass filtering or Hilbert transform, and then fitted with an exponential attenuation model. The reciprocal of the attenuation time constant obtained by the fitting is the amplitude attenuation coefficient. Spectral complexity is obtained by performing Shannon entropy calculation on the energy distribution of each frequency component in the spectral characteristics. The energy values ​​of each frequency component are normalized to a probability distribution and then entered into the Shannon entropy formula for calculation. The resulting entropy value reflects the uniformity of the energy distribution.

[0036] In step S202, the Fast Fourier Transform (FFT) decomposes the time-domain waveform of the acoustic emission signal into sinusoidal components of different frequencies, obtaining a spectral characteristic curve with frequency as the abscissa and amplitude as the ordinate. The frequency point corresponding to the maximum amplitude value is located from this curve; the frequency value at this point is the dominant frequency. The exponential fitting of the time-domain envelope first performs full-wave rectification on the time-domain waveform and takes the absolute value. Then, a low-pass filter is used to filter out high-frequency carrier components, or the modulus of the analytic signal is extracted using Hilbert transform, resulting in an envelope reflecting the signal energy attenuation trend. This envelope is then fitted using an exponential attenuation model with least squares; the reciprocal of the attenuation time constant obtained from the fitting is the amplitude attenuation coefficient. The Shannon entropy calculation normalizes the energy values ​​of each frequency component in the spectral characteristic curve so that their sum is 1, obtaining the energy probability distribution of each frequency component. This is then substituted into the Shannon entropy formula for calculation; a smaller entropy value indicates that the energy is more concentrated in a few frequency components.

[0037] In step S203, the preset characteristic intervals and the first to eighth thresholds are determined through preliminary calibration tests: Before the formal implementation of the project, representative soil samples of known clogging types are prepared, standard test pulses are applied and acoustic emission signals are collected, the dominant frequency, amplitude attenuation coefficient, and spectral complexity corresponding to each type of clogging are extracted, and the distribution range of the three characteristic parameters under each type of clogging is statistically analyzed. Based on this, the preset characteristic intervals and thresholds are set. The frequency interval of the dominant frequency is preset according to the soil type and drainage structure, and the specific range of each interval is determined statistically through the above calibration tests.

[0038] In step S204, the total energy of the acoustic emission signal is calculated by integrating the energy of the time-domain waveform, i.e., integrating the square of the acoustic emission signal amplitude over the recording time, or summing the energy of each frequency component in the spectral characteristic curve. The non-clogging reference energy is obtained by applying the same standard test pulse and collecting the acoustic emission signal after the initial installation of the drainage body, before clogging occurs, and calculating its total energy using the same method. The ratio of the total energy of the acoustic emission signal to the non-clogging reference energy is used to assess the degree of clogging; the smaller the ratio, the higher the degree of clogging. The classification of mild, moderate, and severe clogging is achieved through preset ratio ranges, which are determined based on engineering experience or the ratio ranges corresponding to different degrees of clogging in calibration tests.

[0039] This embodiment excites the acoustic emission response of the blockage layer using standard test pulses. Three characteristic parameters with clear physical meaning—dominant frequency, amplitude attenuation coefficient, and spectral complexity—are extracted from the response signal. A mapping relationship is established between these three parameters and three blockage types: particulate blockage, chemical deposition blockage, and biofilm blockage. Furthermore, the degree of blockage is quantitatively assessed by using the ratio of the total energy of the acoustic emission signal. This embodiment transforms the abstract blockage phenomenon into quantifiable type labels and degree levels, providing a scientific basis for the subsequent development of differentiated pulse strategies and avoiding energy waste and ineffective unblocking caused by indiscriminate pulse application.

[0040] In some embodiments, based on the classification of siltation types and the planar coordinates of the drainage bodies, multiple adjacent drainage bodies are selected as the center to form a pulse array unit. The delay time is calculated based on the propagation distance from each drainage body to the siltation center point and the elastic wave velocity of the soil. Each drainage body is then triggered to emit pulse waves sequentially according to the delay time, causing the pulse wavefronts to superimpose in phase in the siltation center region. The output is a pulse array unit formed in the siltation center region and possessing energy focusing characteristics, including: Based on the classification of siltation types and the planar coordinates of the drainage bodies, the nearest adjacent drainage bodies are selected according to the planar arrangement of rectangular or quincunx grids, taking the silted drainage body as the center, and together with the central drainage body, they form a pulse array unit. The propagation distance from each drainage body in the pulse array unit to the blockage center point is obtained. The propagation distance is calculated based on the Euclidean distance between the plane coordinates of each drainage body and the plane coordinates of the blockage center point. Soil elastic wave velocity is obtained by performing on-site wave velocity calibration tests on the area where the pulse array unit is located. The on-site wave velocity calibration test includes transmitting test pulses between two drainage bodies at a known distance and recording the propagation time. The soil elastic wave velocity is calculated based on the ratio of the known distance to the propagation time. Based on the ratio of propagation distance to soil elastic wave velocity, the delay time of each drainage body relative to the blockage center point is calculated, so that the pulse wavefronts emitted by each drainage body arrive at the blockage center point simultaneously, achieving in-phase superposition of wave crests. Based on the ratio of the distance between adjacent drainage bodies to the elastic wave velocity of the soil, the emission time interval between adjacent drainage bodies is calculated so that the pulse wavefronts emitted by adjacent drainage bodies maintain a fixed phase difference at the blockage center point, forming a traveling wave phase differential array control, so that the wave peaks and troughs in the area outside the blockage center area cancel each other out. Based on the delay time and the transmission time interval, a pulse transmission timing table for each drainage body in the pulse array unit is generated, and each drainage body is triggered to transmit pulse waves in sequence according to the pulse transmission timing table. During pulse transmission, the reflected wave pressure of each drainage branch is monitored in real time. The time difference between the actual reflected wave and the expected reflected wave is used to determine whether the elastic wave velocity of the soil has shifted. When the time difference exceeds the preset threshold, the delay time of each drainage body is dynamically corrected according to the shifted elastic wave velocity of the soil, and a pulse array unit with energy focusing characteristics is output, which is formed in the center of the blockage area.

[0041] In this embodiment, the determination of the first number is based on the planar arrangement of the drainage bodies and their combined influence on the focusing effect and computational complexity. In a rectangular grid, the spacing between adjacent drainage bodies is relatively consistent in all directions, and selecting the four nearest adjacent drainage bodies around the central drainage body can form an effective focusing array. In a quincunx grid, the spacing between adjacent drainage bodies is more uniform, and selecting six adjacent drainage bodies can form a more complete annular converging wavefront, further improving the energy density of the sludge-filled central region.

[0042] The field calibration test of soil elastic wave velocity is conducted before the pulse array unit performs its first focusing operation, and is repeated after the soil undergoes significant drainage consolidation or a large change in moisture content, to reflect the impact of soil state changes on elastic wave velocity. The expected reflected wave is calculated based on the initially calibrated soil elastic wave velocity and the plane coordinates of the drainage body; that is, the reflected wave signal corresponding to the theoretical propagation time required for the pulse wave to travel from the emission point to the sludge center point and reflect back to the emission point. The preset threshold is set according to the allowable fluctuation range of soil elastic wave velocity during normal drainage. This range is determined by the statistical deviation of multiple wave velocity test results in the previous calibration test, or by empirically taking values ​​based on field monitoring data from similar projects.

[0043] This embodiment uses traveling wave phase differential array control to trigger each drainage body in the pulse array unit sequentially according to the calculated delay time, thereby achieving in-phase superposition and energy focusing of the pulse wavefront in the sludge center area. At the same time, the destructive interference in the outer area avoids disturbing the soil in non-target areas, and the introduction of reflected wave pressure monitoring enables online correction of the soil elastic wave velocity, ensuring the long-term stability of the focusing effect.

[0044] Please see Figure 3 In some embodiments, a multi-band coordinated pulse sequence is applied to the pulse array unit according to the classification result of the clogging type. Each frequency band is executed sequentially according to a preset timing sequence. During the execution of the ultra-low frequency vibration compaction section and the low frequency microcrack induction section, an asymmetric pulse waveform of slow compression-fast rebound is used to generate directional net drainage displacement by utilizing the inertial hysteresis effect of pore water, and outputting the unclog status of the drainage channel, including: S301. Based on the classification of sludge types, select the corresponding frequency band combination from the multi-frequency band coordinated pulse sequence. The multi-frequency band coordinated pulse sequence includes the ultra-low frequency vibration compaction section, the low frequency microcrack induction section, the medium frequency particle rearrangement section, and the high frequency viscous fracturing section. S302. Apply an ultra-low frequency vibration section to the pulse array unit and use an asymmetric sawtooth waveform to make the vacuum level slowly decrease to the first negative pressure value over a long period of time and then instantly rise to the second negative pressure value, outputting the progressive compression state of the soil skeleton. S303. Apply a low-frequency microcrack induction section to the pulse array unit, using a trapezoidal waveform, so that the vacuum level rises to the third negative pressure value within a preset time and then drops to the fourth negative pressure value instantly, inducing radial microcracks in the soil around the drainage body and outputting the drainage channel expansion status. S304. Apply a medium-frequency particle rearrangement segment to the pulse array unit, using a sine wave waveform, so that the vacuum degree fluctuates periodically between the fifth negative pressure value and the sixth negative pressure value, so that particles of different sizes in the blockage layer produce differentiated inertial responses, and output the particle sieving and rearrangement state of the blockage layer. S305. Apply a high-frequency viscous fragmentation section to the pulse array unit, using a narrow pulse square wave waveform to rapidly switch the vacuum degree between the seventh negative pressure value and the eighth negative pressure value, generating alternating shear stress in the blockage layer, and outputting the state of chemical deposition crystal and biofilm fragmentation and peeling. S306. A preset time interval for conventional vacuum recovery is set between each frequency band to allow loose particles and debris generated in the previous frequency band to be discharged with the seepage, thus outputting the unobstructed state of the drainage channel. S307. The central control unit selects the corresponding frequency band sequence from the preset frequency band combination library based on the classification results of the siltation type and the degree of siltation. The frequency band sequence corresponding to moderate particle blockage is executed sequentially as follows: ultra-low frequency vibration, low frequency microcrack induction, and mid-frequency particle rearrangement. The frequency band sequence corresponding to severe particle blockage is executed sequentially as follows: the above three segments are executed sequentially, with each segment's duration being longer than that corresponding to moderate particle blockage. The frequency band sequence corresponding to moderate chemical deposition blockage is executed sequentially as follows: ultra-low frequency vibration, low frequency microcrack induction, mid-frequency particle rearrangement, and high-frequency viscous fragmentation. The frequency band sequence corresponding to severe chemical deposition blockage is executed sequentially as follows: the above four segments are executed sequentially, with each segment's duration being longer than that corresponding to moderate chemical deposition blockage. The frequency band sequence corresponding to moderate biofilm blockage is executed sequentially as follows: ultra-low frequency vibration, low frequency microcrack induction, and high-frequency viscous fragmentation. The frequency band sequence corresponding to severe biofilm blockage is executed sequentially as follows: the above three segments are executed sequentially, with each segment's duration being longer than that corresponding to moderate biofilm blockage. A conventional vacuum recovery interval is set between each frequency band. S308. During the execution of the ultra-low frequency vibration compaction section and the low frequency microcrack induction section, an asymmetric pulse waveform of slow compression-fast rebound is adopted to make the vacuum degree slowly decrease from the basic negative pressure value to the target negative pressure value. The duration of the slow decrease is the first duration, so that the pore water migrates outward along the drainage channel under the gradual negative pressure gradient. S309. After reaching the target negative pressure value, the vacuum level is instantly restored to the basic negative pressure value within the second time period, and the second time period is significantly shorter than the first time period. S310. By utilizing the inertial hysteresis effect of pore water during the instantaneous rise phase and the viscous resistance of the water column in the channel, the pore water cannot instantly flow back to its original position, thereby generating a directional net drainage displacement for each pulse cycle. S311. During the execution of the asymmetric pulse waveform, the basic negative pressure value of each drainage body in the pulse array unit is maintained, so that the slow compression stage starts from the basic negative pressure value, which ensures both the pulse effect and the basic seepage.

[0045] In step S302, the ratio of the slow compression duration to the fast rebound duration of the asymmetric sawtooth wave waveform is determined through soil consolidation tests. Based on the consolidation coefficient measured in the consolidation tests and the spacing between drainage bodies, the theoretical time required for pore water drainage is calculated and used as the baseline value for the slow compression duration. The fast rebound duration is set as the shortest recovery time achievable by the high-pressure air source switching device. The difference between the first negative pressure value and the second negative pressure value is determined based on the soil's compression modulus, ensuring that the soil skeleton undergoes gradual volumetric compression during the slow compression stage without plastic failure.

[0046] In step S303, the preset duration of the trapezoidal wave waveform is determined by the tensile strength test of the soil. The loading time required for the effective stress to reach the critical value is calculated based on the tensile strength of the soil measured in the indoor tensile strength test, and this time is used as the preset duration. The third negative pressure value is set to the negative pressure value corresponding to the maximum capacity of the vacuum pump, and the fourth negative pressure value is set to the normal vacuum degree. The transient tensile stress generated by the difference between the two exceeds the tensile strength of the soil, inducing radial microcracks in the soil around the drainage body.

[0047] In step S304, the frequency of the sine wave is determined by the particle size distribution of the blockage layer. A particle analysis test is performed on samples of the blockage layer to obtain the characteristic particle size. Based on the characteristic particle size, the inertial response frequency of the particles in the periodic seepage field is calculated, and this frequency is used as the reference value for the sine wave frequency. The difference between the fifth and sixth negative pressure values ​​is determined based on the starting flow velocity of the particles, ensuring that fine particles are suspended at the peak flow velocity while coarse particles remain relatively fixed.

[0048] In step S305, the pulse width and pulse interval of the narrow pulse square wave waveform are determined through dynamic mechanical analysis experiments of chemically deposited crystals or biofilms. The square wave frequency is determined based on the frequency corresponding to the peak loss modulus measured by dynamic mechanical analysis. The pulse width is set to half of the period corresponding to this frequency, and the pulse interval is set to be the same as the pulse width. The difference between the seventh and eighth negative pressure values ​​is determined based on the fatigue strength of the sludge material, causing fatigue fracture due to alternating shear stress within a finite number of cycles.

[0049] In step S306, the duration of the conventional vacuum recovery interval is determined by calculating the soil permeability coefficient and the spacing between drainage bodies. The time required for loose particles to migrate from the blockage layer to the drainage body under conventional vacuum suction is calculated according to Darcy's law, and this time is used as the reference value for the recovery interval.

[0050] In step S307, the preset frequency band combination library is established through preliminary indoor model tests or field tests. In these tests, different types and degrees of blockage are simulated, and pulse sequences of different frequency band combinations are applied. The unblocking effect is evaluated by monitoring the drainage flow recovery rate and echo imaging results. The frequency band sequence with the best effect and its parameters are stored in the combination library. The central control unit selects the corresponding frequency band sequence from the preset frequency band combination library according to the blockage type classification and blockage degree, and executes each frequency band sequentially according to the sequence.

[0051] In steps S308 to S309, the basic negative pressure value is set to the vacuum level of the conventional vacuum drainage stage, and is maintained constant by the central control unit through an electrically controlled valve during the execution of the asymmetric pulse waveform. The target negative pressure value is the lowest negative pressure value reached in the slow compression stage. The first duration is determined by calculation based on the consolidation coefficient of the soil and the spacing between drainage bodies, allowing pore water to migrate outward along the drainage channel under a progressive negative pressure gradient. The second duration is set to the shortest switching time of the high-pressure air source switching device, allowing the vacuum level to rise from the target negative pressure value to the basic negative pressure value in a very short time.

[0052] This embodiment achieves layered decongestion relief for different types of blockage through multi-band coordinated pulse sequences. Different waveforms and parameters are used for each frequency band to target blockage mechanisms at different scales, such as soil skeleton, microcrack propagation, particle rearrangement, and viscous fracturing. Asymmetric pulse waveforms with slow compression and fast rebound are used to generate directional net drainage displacement by utilizing the inertial hysteresis effect of pore water, which significantly improves the effective drainage efficiency of the pulse waves.

[0053] In some embodiments, a verification pulse is applied to the active transmitting node in the pulse array unit according to the drainage channel dredging status. The passive receiving node collects the echo signal, performs time-domain analysis on the echo signal, and generates a drainage channel connectivity map based on the time-domain analysis results. If the drainage channel connectivity map shows that the dredging effect is not as expected, supplementary pulses are executed until a verification result that meets the dredging standard is output, including: Based on the drainage channel's dredging status, a broadband verification pulse is applied to the active transmitting node in the pulse array unit, and the passive receiving node collects the echo signal. Time-domain analysis of the echo signal is performed to extract the time delay between the direct wave and the reflected wave. The distance to the reflector is calculated based on the product of the time delay and the elastic wave velocity of the soil, and the location information of the silted area is output. By comparing the amplitude ratios of the broadband verification pulse and echo signals in each frequency band, the frequency attenuation ratio is extracted. Based on the frequency attenuation ratio, the equivalent pore size and permeability coefficient of the clogging layer are inverted, and the clogging degree assessment information is output. Calculate the cross-correlation phase shift between the broadband verification pulse and the echo signal, extract the phase distortion index, distinguish between viscous and non-viscous sludge based on the phase distortion index, and output sludge type verification information; Based on the location information of the blocked area, the assessment information of the degree of blockage, and the verification information of the type of blockage, a connectivity map of the drainage channel is generated. If the drainage channel connectivity map shows that the dredging effect is not as expected, supplementary pulses are executed in the areas that do not meet the standards. The energy and duration of the supplementary pulses are increased by a preset increment. After each supplementary pulse, echo signal acquisition and time domain analysis are re-executed until the frequency attenuation ratio recovery rate of all areas in the drainage channel connectivity map exceeds the preset threshold, and the verification result that meets the dredging standard is output.

[0054] In this embodiment, the amplitude of the broadband verification pulse is determined based on the amplitude of the standard test pulse and the signal-to-noise ratio (SNR) requirement of the passive receiving node. The amplitude of the standard test pulse is set as the upper limit, while ensuring that the SNR of the echo signal acquired by the passive receiving node is not lower than a preset SNR threshold is set as the lower limit. The lowest feasible amplitude is selected between these two values ​​to minimize disturbance to the cleared area while ensuring the echo signal remains identifiable. The preset SNR threshold is determined based on the sensitivity of the pressure sensor configured on the passive receiving node and the noise level of the data acquisition system.

[0055] When performing time-domain analysis on echo signals, if there are multiple reflected waves in the echo signal, based on the arrival time sequence and amplitude of each reflected wave, combined with the plane coordinates of the drainage body and the elastic wave velocity of the soil, each reflected wave is matched with the corresponding siltation area through a geometric positioning method, and the time delay between the direct wave and the reflected wave is extracted from the successfully matched reflected waves.

[0056] In the calculation of the frequency attenuation ratio, the amplitude of the reflected wave is normalized by using the amplitude of the direct wave as a reference standard. This eliminates the influence of geometric diffusion and absorption attenuation on the amplitude ratio when the pulse wave propagates in the soil, so that the frequency attenuation ratio only reflects the selective attenuation characteristics of the silt layer on the pulse wave.

[0057] The phase distortion index is obtained by performing a cross-correlation operation on the broadband verification pulse and the echo signal. After zero-padding the broadband verification pulse and the echo signal to make their lengths the same, the cross-correlation operation is performed, and the peak offset is extracted from the cross-correlation function as the phase distortion index.

[0058] In the process of generating the drainage channel connectivity map, when there are inconsistencies between the location information of the silted area, the assessment information of the degree of siltation, and the verification information of the siltation type, the location information extracted by time delay is used as the benchmark, the degree information of frequency attenuation ratio inversion is used as the reference, and the type information determined by phase distortion index is used as the auxiliary. After comprehensive judgment, the drainage channel connectivity map is generated.

[0059] Preferably, the determination of unsatisfactory dredging effect is achieved by comparing the frequency attenuation ratio recovery rate of each area in the drainage channel connectivity map with a preset threshold. If the frequency attenuation ratio recovery rate of any area is lower than the preset threshold, the dredging effect of that area is determined to be unsatisfactory. The preset increment of the supplementary pulse is set according to a fixed ratio based on the total energy and total duration of the initial pulse sequence. This ratio is determined through preliminary experiments to ensure that the enhancement effect of the supplementary pulse is sufficient to overcome residual blockage without excessively disturbing the soil. The frequency attenuation ratio recovery rate is the ratio of the frequency attenuation ratio measured after the supplementary pulse to the reference frequency attenuation ratio without blockage, reflecting the degree to which the effective aperture of the channel recovers to its initial state after dredging. The preset threshold is set according to the project's requirements for the degree of drainage channel dredging and is determined after balancing the dredging effect and pulse energy consumption through economic analysis. The final output verification results include the frequency attenuation ratio recovery rate of each area, the location and type of residual blockage, and the overall conclusion of effective dredging.

[0060] This embodiment uses a broadband verification pulse to excite the echo signal, and extracts the time delay, frequency attenuation ratio and phase distortion index from the echo signal. These are used to locate the blockage area, assess the degree of blockage and verify the blockage type, respectively. A drainage channel connectivity map is generated to achieve visual verification of the dredging effect. Based on the verification results, the frequency band, energy and duration of the supplementary pulse are automatically determined to form a complete logic for dredging effect verification and closed-loop feedback.

[0061] In some embodiments, the amplitude ratios of the broadband verification pulse and echo signals in each frequency band are compared to extract the frequency attenuation ratio. Based on the frequency attenuation ratio, the equivalent pore size and permeability coefficient of the clogging layer are inverted, and clogging degree assessment information is output, including: Perform Fast Fourier Transform on the wideband verification pulse and the echo signal respectively to obtain the transmission spectrum of the wideband verification pulse and the reception spectrum of the echo signal; Calculate the amplitude ratio of the received spectrum to the transmitted spectrum at each frequency point, generate a frequency attenuation ratio curve, and the frequency range in the frequency attenuation ratio curve where the attenuation amplitude exceeds the preset attenuation threshold corresponds to the effective cutoff frequency of the blockage layer. Based on the physical mapping relationship between the effective cutoff frequency and the equivalent pore size of the blockage layer, the equivalent pore size of the blockage layer is inverted. The physical mapping relationship is established based on the propagation attenuation theory of sound waves in porous media. Based on the physical mapping relationship between equivalent pore size and permeability coefficient, the permeability coefficient of the clogging layer is inverted. The physical mapping relationship is established based on the Kozeny-Kaman equation. Perform cross-correlation operation on the broadband verification pulse and echo signal to obtain the cross-correlation function, and extract the peak offset from the cross-correlation function as the phase distortion index; When the phase distortion index is greater than the preset phase distortion threshold, the clogging type is determined to be viscous clogging, which includes chemical deposition clogging and biofilm clogging. When the phase distortion index is less than or equal to the preset phase distortion threshold, the clogging type is determined to be non-viscous clogging, which includes particulate clogging.

[0062] In this embodiment, when performing Fast Fourier Transform on the wideband verification pulse and the echo signal respectively, the number of sampling points is determined according to the duration of the wideband verification pulse and the required frequency resolution. By zero-padding the time-domain signal, the number of sampling points reaches a preset value, thereby improving the frequency resolution of the spectrum.

[0063] The ratio of the amplitude of the received spectrum to the transmitted spectrum at each frequency point is the frequency attenuation ratio. The frequency attenuation ratios at all frequency points constitute the frequency attenuation ratio curve. The preset attenuation threshold is determined based on the fluctuation range of the frequency attenuation ratio curve under a non-clogging reference state. By calculating the frequency attenuation ratio curve from the transmitted and received spectra collected under a non-clogging reference state, and statistically analyzing its fluctuation amplitude, the preset attenuation threshold is set as the upper limit of this fluctuation amplitude plus a certain margin. In the frequency attenuation ratio curve, scanning is performed from low frequency to high frequency to locate the starting frequency point where the frequency attenuation ratio first continuously falls below the preset attenuation threshold. This frequency point is the effective cutoff frequency, and the frequency range corresponding to the effective cutoff frequency is the frequency band where the clogging layer significantly attenuates the pulse wave.

[0064] The physical mapping relationship between the effective cutoff frequency and the equivalent pore size of the blockage layer is established based on the propagation attenuation theory of sound waves in porous media. Specifically, through indoor experiments, the attenuation coefficients of standard porous media with different known pore sizes are measured at different frequencies to establish an empirical calibration curve between the effective cutoff frequency and the equivalent pore size. This calibration curve is used as the physical mapping relationship, and the corresponding equivalent pore size is read from the calibration curve according to the measured effective cutoff frequency.

[0065] The physical mapping relationship between equivalent pore size and permeability coefficient is established based on the Kozeny-Kaman equation, which expresses the permeability coefficient as a function of the square of the equivalent pore size multiplied by the cube of the porosity and then divided by the curvature. Porosity is determined through prior geotechnical tests, while curvature is determined empirically based on soil type or through microstructural analysis. The equivalent pore size, porosity, and curvature obtained from the inversion are substituted into the Kozeny-Kaman equation to calculate the permeability coefficient of the silted layer.

[0066] When performing cross-correlation calculations on the broadband verification pulse and the echo signal, the broadband verification pulse is used as the reference signal and the echo signal is used as the signal to be measured. The similarity between the two at different time offsets is calculated to obtain the cross-correlation function. The horizontal axis corresponding to the peak value in the cross-correlation function is the peak offset, which reflects the overall phase lag of the echo signal relative to the broadband verification pulse and serves as the phase distortion index.

[0067] The preset phase distortion threshold was determined through preliminary calibration tests. The phase distortion index of known types of viscous sludge samples and non-viscous sludge samples was measured respectively. The distribution range of the phase distortion index of the two types of samples was statistically analyzed, and the threshold that can best distinguish the two types of samples was taken as the preset phase distortion threshold.

[0068] This embodiment achieves a quantitative assessment of the degree of blockage by inverting the equivalent pore size and permeability coefficient of the blockage layer through the effective cutoff frequency of the frequency attenuation ratio curve; it also achieves the verification of the blockage type classification results by distinguishing between viscous blockage and non-viscous blockage through the phase distortion index, providing a quantitative basis for verifying the unblocking effect.

[0069] In some embodiments, based on the verification results, the unclogged drainage body is switched to a coating deposition mode to deposit a biomimetic microstructure coating on the outer surface of the drainage body filter membrane, including: When the verification results meet the dredging standards, the central control unit switches the corresponding drainage branch to the coating deposition mode, shuts off the vacuum pumping system for that branch, and turns on the high-pressure air source switching device to inject a low-pressure airflow carrying nano-hydrophobic particles into the branch pipe. The particle size and concentration of the nano-hydrophobic particles are determined according to the sludge type classification and soil pore characteristics. The pressure of the low-pressure airflow is greater than the pore water pressure of the soil outside the drainage body and less than the compressive strength of the drainage body structure. The injection duration is determined according to the length of the drainage body and the permeability coefficient of the filter membrane. Driven by the pressure difference between the residual vacuum negative pressure inside the drainage body and the pore water pressure of the external soil, the low-pressure airflow passes through the filter membrane from the inside to the outside. The nano-hydrophobic particles are deposited at the interface between the outer surface of the filter membrane and the soil to form a biomimetic microstructure coating. The biomimetic microstructure coating forms micron-level protrusions and nano-level rough structures through the random accumulation and aggregation of nano-hydrophobic particles, so that the pore water contact angle on the outer surface of the filter membrane is greater than the preset hydrophobic angle threshold. The central control unit controls whether the coating deposition mode is executed based on the classification result of the sludge type. When the sludge type classification result is particulate sludge or biofilm sludge, the coating deposition mode is executed. When the sludge type classification result is chemical deposition sludge, the coating deposition mode is skipped and the normal vacuum drainage state is maintained.

[0070] In this embodiment, the particle size of the hydrophobic nanoparticles is determined based on the soil pore characteristics. Using the characteristic particle size most prone to clogging in the soil as a reference, hydrophobic nanoparticles with a particle size smaller than this characteristic particle size are selected, allowing the particles to penetrate the filter membrane and deposit on its outer surface without clogging the membrane pores. The concentration of the hydrophobic nanoparticles is determined based on the clogging type classification. For biofilm clogging, due to the high viscosity of the filter membrane surface, a higher concentration is selected to ensure sufficient particle adhesion; for particulate clogging, due to the relatively clean filter membrane surface, a lower concentration is selected to avoid excessive deposition. The pressure of the low-pressure airflow is determined based on the pore water pressure of the soil outside the drainage body and the compressive strength of the drainage body structure. The pore water pressure of the soil outside the drainage body is obtained through prior pore water pressure monitoring, and the compressive strength of the drainage body structure is determined through mechanical property tests of the drainage body materials. The pressure of the low-pressure airflow is selected between these two to ensure that the airflow can overcome the pore water pressure and penetrate the filter membrane without damaging the drainage body structure. The injection duration is determined based on the length of the drainage body and the permeability coefficient of the filter membrane. The theoretical time required for the low-pressure airflow to pass through the filter membrane is calculated according to Darcy's law. This theoretical time is directly proportional to the length of the drainage body and inversely proportional to the permeability coefficient of the filter membrane. The theoretical time is multiplied by a safety factor to obtain the injection duration, so as to ensure that the nano-hydrophobic particles are fully deposited on the outer surface of the filter membrane.

[0071] After the vacuum pumping system is shut down, the residual vacuum negative pressure inside the drainage branch pipe is read in real time by a pressure sensor installed on the branch pipe. The difference between this residual vacuum negative pressure and the pore water pressure of the soil outside the drainage body is the pressure difference that drives the low-pressure airflow through the filter membrane. After the nano-hydrophobic particles are carried through the filter membrane by the low-pressure airflow, they are deposited at the interface between the outer surface of the filter membrane and the soil due to inertial collisions and diffusion. The deposited particles agglomerate under the action of van der Waals forces and electrostatic forces, forming micron-sized protrusions. The surface of these protrusions is covered with a nano-sized particle rough structure, which is the biomimetic microstructure coating. The preset hydrophobic angle threshold is set according to the requirements of the anti-re-silting effect. The adhesion probability of fine particles to surfaces with different hydrophobic angles was determined through preliminary indoor tests, and the hydrophobic angle value that significantly reduces the adhesion probability was used as the preset hydrophobic angle threshold.

[0072] The main component of chemical deposition clogging is inorganic salt deposits, which bind to the filter membrane surface through crystal growth. Hydrophobic coatings are unable to effectively prevent the crystal nucleation process of inorganic salt ions on the filter membrane surface, and thus have limited effect on preventing re-clogging of chemical deposition clogging. Therefore, when the clogging type is classified as chemical deposition clogging, the coating deposition mode is skipped to avoid the nanoparticles being encapsulated and rendered ineffective by chemical deposits.

[0073] In this embodiment, a biomimetic microstructure coating is formed by depositing nano-hydrophobic particles on the outer surface of a drainage body filter membrane using a low-pressure airflow. The particle size and concentration of the nano-hydrophobic particles are determined based on the classification of siltation types and the pore characteristics of the soil. The pressure of the low-pressure airflow is determined based on the pore water pressure of the soil outside the drainage body and the compressive strength of the drainage body structure. The injection duration is determined based on the length of the drainage body and the permeability coefficient of the filter membrane. The execution conditions of the coating deposition mode are controlled based on the classification of siltation types, thereby achieving long-term protection against re-siltation of the dredged drainage body.

[0074] In some embodiments, the soft-foundation vacuum pulse wave consolidation drainage method for alleviating siltation further includes: If the drainage flow rate of a certain drainage body is still lower than the preset failure threshold of the initial flow rate after a supplementary pulse, the drainage body is determined to be a failed drainage body, the branch valve of the failed drainage body is permanently closed, and any pulse or vacuum is stopped from being applied to it. Automatically increase the vacuum level of the second number of adjacent drainage bodies that are adjacent to the failed drainage body, so that the vacuum level of the second number of adjacent drainage bodies is increased from the normal vacuum level to the enhanced vacuum level; Extend the duration of the low-frequency microcrack induction section of the second number of adjacent drainage bodies, so that the effective drainage radius of the second number of adjacent drainage bodies can be extended to the original drainage area covering the failed drainage body; By comparing the echo time-domain imaging results of the second number of adjacent drainage bodies, after confirming that their drainage channels are unobstructed, the enhanced vacuum degree and extended low-frequency microcrack induction section of the second number of adjacent drainage bodies are maintained until the drainage ends.

[0075] In this embodiment, the preset failure threshold is set based on the minimum drainage capacity required by the project for the drainage body. Through economic analysis, it is determined that when the drainage flow rate is below this threshold, the energy cost of continuing pulse dredging of the drainage body exceeds its drainage contribution value, thus classifying it as an irreversible failure. The preset failure threshold is lower than the aforementioned preset percentage for triggering clogging, for example, set to 40% of the baseline flow rate. After determining that the drainage body is a failed drainage body, the central control unit sends a closing command to the electrically controlled valve of that branch and locks the valve state so that it cannot be reopened by subsequent procedures. Simultaneously, the system records the drainage body as a failed state.

[0076] The second quantity is determined based on the position of the failed drainage body in the drainage body array and the distribution of its adjacent drainage bodies. In a rectangular grid, four adjacent drainage bodies sharing an edge with the failed drainage body are selected; in a quincunx grid, six drainage bodies adjacent to the failed drainage body are selected. The enhanced vacuum degree is determined based on the volume of the original drainage area of ​​the failed drainage body and the drainage capacity of adjacent drainage bodies. Hydraulic calculations are used to ensure that the increase in drainage volume of adjacent drainage bodies under enhanced vacuum equals the original drainage volume of the failed drainage body, thereby compensating for the drainage contribution of the failed drainage body. The upper limit of the enhanced vacuum degree is limited by the maximum capacity of the vacuum pump and the bearing capacity of the sealing membrane.

[0077] The extension ratio of the low-frequency microcrack induction segment duration is determined based on the distance between the failed drainage body and the adjacent drainage body, as well as the soil permeability coefficient. The larger the distance or the lower the permeability coefficient, the higher the extension ratio, ensuring that the drainage channel formed by the expansion of microcracks in the adjacent drainage body can extend to the original drainage area of ​​the failed drainage body. The effective drainage radius is evaluated using echo time-domain imaging results. When the echo time-domain imaging shows that the drainage channel around the adjacent drainage body extends to the location of the original failed drainage body, it is determined that the effective drainage radius has covered the original drainage area of ​​the failed drainage body.

[0078] By comparing the echo time-domain imaging results of adjacent drainage bodies before and after flow bypass compensation, if the imaging results after compensation show that the location information of the siltation area at the original location of the failed drainage body has disappeared and the frequency attenuation ratio has returned to the normal range, then the drainage channel is determined to be unobstructed. After confirming that the drainage channel is unobstructed, the central control unit continuously monitors the drainage flow and echo time-domain imaging results of adjacent drainage bodies. If it finds that the compensation effect has weakened, it dynamically adjusts the vacuum degree and the duration of the low-frequency microcrack induction section to maintain the flow bypass compensation state until the overall drainage is terminated.

[0079] This embodiment determines the irreversible failure state of the drainage body by setting a preset failure threshold, automatically shuts down the failed drainage body, increases the vacuum degree of the adjacent drainage body and extends the duration of the low-frequency microcrack induction section, so that the effective drainage radius of the adjacent drainage body is extended to cover the original drainage area of ​​the failed drainage body, and the compensation effect is confirmed by the echo time-domain imaging results. This realizes intelligent flow compensation for irreversibly failed drainage bodies and avoids the decline in global drainage efficiency caused by single-point failure.

[0080] In a second aspect, this embodiment also provides a soft-foundation vacuum pulse wave consolidation drainage device for alleviating sludge buildup, used to execute the method described in the first aspect. The device includes a vacuum pumping system, a high-pressure gas source switching device, a vertical drainage array, an acoustic emission sensor, a pulse transceiver multiplexing module, a pressure sensor, an adaptive damping matching layer, and a central control unit. The vacuum pumping system includes a vacuum pump, a main pipe, branch pipes, and electrically controlled valves, used to apply a conventional and stable vacuum to each drainage branch and perform consolidation drainage. The high-pressure gas source switching device includes an air compressor, an air storage tank, and a high-speed reversing valve, used to generate and switch the pulse waveforms required for the multi-band coordinated pulse sequence. The vertical drainage array is composed of multiple drainage bodies arranged in a rectangular or quincunx grid. Each drainage branch is equipped with an independent electrically controlled valve; acoustic emission sensors are deployed at the intersections of each drainage branch to collect acoustic emission signals; pulse transceiver multiplexing modules are configured in some drainage branches as active transmitting nodes and in the remaining drainage branches as passive receiving nodes; pressure sensors are configured in each drainage branch to monitor drainage flow, vacuum level, and reflected wave pressure; an adaptive damping matching layer is set at the interface between each drainage branch and the soil to adjust the matching degree between the pulse wave impedance and the soil impedance; the central control unit is connected to the vacuum pumping system, the high-pressure gas source switching device, the electrically controlled valves, the acoustic emission sensors, the pulse transceiver multiplexing modules, the pressure sensors, and the adaptive damping matching layer to execute the method described in the first aspect.

[0081] In this embodiment, the vacuum pumping system generates negative pressure through a vacuum pump, which is then delivered to each drainage branch via main and branch pipes. Electrically controlled valves independently control the on / off state and vacuum level of each branch. A high-pressure air source switching device generates compressed air through an air compressor and air tank, and a high-speed reversing valve rapidly switches the air path to generate different waveforms required for a multi-frequency coordinated pulse sequence. Acoustic emission sensors are deployed at the intersections of each drainage branch to collect acoustic emission signals excited by standard test pulses. The pulse transceiver multiplexing module configures some drainage branches as active transmitting nodes and the rest as passive receiving nodes, enabling the drainage system to perform both pulse emission and echo acquisition. Pressure sensors monitor drainage flow rate, vacuum level, and reflected wave pressure in real time. An adaptive damping matching layer is installed at the interface between each drainage branch and the soil, adjusting the gas-liquid ratio to match the pulse wave impedance with the soil impedance. The central control unit is connected to the above modules and automatically executes a complete closed-loop process from sludge diagnosis, energy focusing, multi-frequency coordinated pulse, effect verification to anti-sludge coating, realizing active mitigation and long-term protection of sludge during vacuum drainage of soft foundations.

[0082] By adopting the above technical solutions, this invention differs from existing technologies and has the following beneficial effects: It accurately triggers clogging events using dual criteria of flow rate and vacuum degree, thereby applying standard test pulses and extracting the main frequency, amplitude attenuation coefficient, and spectral complexity of the acoustic emission signal to achieve quantitative diagnosis of clogging types; based on the diagnostic results, it selects adjacent drainage bodies as the center to form a pulse array unit, and sequentially triggers each drainage body according to the delay time calculated by the propagation distance and the elastic wave velocity of the soil, causing the pulse wavefronts to superimpose in phase in the clogging center region to form energy focusing; then, according to the clogging type, it applies a multi-band coordinated pulse sequence and uses asymmetric pulses of slow compression-fast rebound in the ultra-low frequency vibration section and the low frequency micro-crack induction section. The pulse waveform utilizes the inertial hysteresis effect of pore water to generate directional net drainage displacement. By verifying the pulse and echo time-domain analysis, a drainage channel connectivity map is generated. Based on this, supplementary pulses are executed until the dredging standard is met. For failed drainage bodies that cannot be recovered after supplementary pulses, their branch valves are closed and the vacuum degree of adjacent drainage bodies and the duration of the low-frequency microcrack induction section are increased to achieve flow bypass compensation. After dredging, the drainage body is switched to the coating deposition mode to deposit a biomimetic microstructure coating on the outer surface of the filter membrane to achieve long-term anti-re-sludge treatment. This transforms the sludge treatment in the vacuum drainage process of soft foundations from a rough operation to an organic integration of precise diagnosis, directional focus, graded removal, visual verification and intelligent protection, significantly improving drainage efficiency and system stability.

[0083] Furthermore, the functional units in the various embodiments of the present invention can be integrated into one processing unit, or each unit can exist physically separately, or two or more units can be integrated into one unit. The integrated unit can be implemented in hardware or as a software functional unit.

[0084] If the integrated unit is implemented as a software functional unit and sold or used as an independent product, it can be stored in a computer-readable storage medium. Based on this understanding, the technical solution of this invention, in essence, or the part that contributes to the prior art, or all or part of the technical solution, can be embodied in the form of a software product. 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.) or processor to execute all or part of the steps of the methods of various embodiments of this 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.

[0085] The above description is only a part of the embodiments of the present invention and does not limit the scope of protection of the present invention. Any equivalent device or equivalent process transformation made based on the content of the present invention specification and drawings, or direct or indirect application in other related technical fields, are similarly included within the patent protection scope of the present invention.

Claims

1. A vacuum pulse wave consolidation drainage method for soft soil foundations to alleviate siltation, characterized in that, include: The system acquires the drainage flow rate and vacuum level of each drainage branch during the normal vacuum drainage stage. When the drainage flow rate drops to a preset threshold and the vacuum level remains stable, a blockage trigger signal is output. A standard test pulse is applied to the clogged drainage body according to the clog trigger signal, and the acoustic emission signal at the intersection of the drainage body branches is collected. The acoustic emission signal is subjected to spectral feature analysis, and the clog type classification result is output according to the result of the spectral feature analysis. Based on the classification of siltation types and the plane coordinates of the drainage bodies, multiple adjacent drainage bodies are selected as the center to form a pulse array unit. The delay time is calculated based on the propagation distance from each drainage body to the siltation center point and the elastic wave velocity of the soil. Each drainage body is triggered to emit pulse waves in sequence according to the delay time, so that the pulse wavefronts are superimposed in phase in the siltation center area, and the output is a pulse array unit formed in the siltation center area with energy focusing characteristics. Based on the classification of siltation types, a multi-band coordinated pulse sequence is applied to the pulse array unit. Each band is executed sequentially according to a preset timing sequence. During the execution of the ultra-low frequency vibration compaction section and the low frequency microcrack induction section, an asymmetrical pulse waveform of slow compression-fast rebound is adopted. The directional net drainage displacement is generated by utilizing the inertial hysteresis effect of pore water, and the drainage channel dredging status is output. According to the drainage channel dredging status, a verification pulse is applied to the active transmitting node in the pulse array unit, and the passive receiving node collects the echo signal. The echo signal is analyzed in the time domain, and a drainage channel connectivity map is generated based on the results of the time domain analysis. If the drainage channel connectivity map shows that the dredging effect is not as expected, a supplementary pulse is executed until a verification result that meets the dredging standard is output. Based on the verification results, the unclogged drainage body was switched to the coating deposition mode, and a biomimetic microstructure coating was deposited on the outer surface of the drainage body filter membrane.

2. The soft soil vacuum pulse wave consolidation drainage method for alleviating siltation according to claim 1, characterized in that, The system acquires the drainage flow rate and vacuum level of each drainage branch during the normal vacuum drainage phase. When the drainage flow rate drops to a preset threshold and the vacuum level remains stable, a blockage trigger signal is output, including: Start the vacuum pump and apply a normal stable vacuum to each drainage body through the main pipe and branch pipes to carry out normal consolidation drainage. Continuously monitor the drainage flow and vacuum of each branch. Record the drainage flow of each branch under the initial stable state as the reference flow and record the vacuum of each branch under the initial stable state as the reference vacuum. Real-time monitoring of the current drainage flow rate and current vacuum level of each branch, comparing the current drainage flow rate with the reference flow rate, and comparing the current vacuum level with the reference vacuum level; When the current drainage flow rate drops below a preset percentage of the baseline flow rate, and the decrease in the current vacuum degree relative to the baseline vacuum degree is less than a preset vacuum degree decrease threshold, it is determined that the drainage body connected to the branch is significantly blocked, the flow rate decrease caused by vacuum leakage is eliminated, and a blockage trigger signal is output. When the current drainage flow rate drops below a preset percentage of the baseline flow rate, and the decrease in the current vacuum degree relative to the baseline vacuum degree is greater than or equal to the preset vacuum degree decrease threshold, it is determined that a vacuum leak has occurred in the drainage body connected to the branch, and no blockage trigger signal is output.

3. The soft soil vacuum pulse wave consolidation drainage method for alleviating siltation according to claim 1, characterized in that, A standard test pulse is applied to the clogged drainage body according to the clog trigger signal. Acoustic emission signals are collected at the intersection of the drainage body's branches. Spectral characteristic analysis is performed on the acoustic emission signals, and the clog type classification result is output based on the spectral characteristic analysis results, including: A standard test pulse is applied to the clogged drainage body according to the clog trigger signal, and the acoustic emission signal at the intersection of the drainage body branches is collected. The acoustic emission signal is subjected to a fast Fourier transform to obtain the spectral features. The dominant frequency, amplitude attenuation coefficient and spectral complexity are extracted from the spectral features. The dominant frequency is the frequency corresponding to the peak value in the spectrum. The amplitude attenuation coefficient is obtained by exponentially fitting the acoustic emission envelope. The spectral complexity is the Shannon entropy of the energy distribution of each frequency component. A Fast Fourier Transform (FFT) is performed on the acoustic emission signal to convert the time-domain signal into a frequency-domain signal, and the amplitude distribution of each frequency component in the frequency-domain signal is obtained to generate a spectral feature curve. The frequency corresponding to the peak amplitude is located from the spectral feature curve, and the frequency corresponding to the peak amplitude is extracted as the dominant frequency. An exponential fit is performed on the time-domain envelope of the acoustic emission signal to obtain the decay time constant of the time-domain envelope, and the amplitude decay coefficient is calculated based on the reciprocal of the decay time constant. Shannon entropy calculation is performed on the energy distribution of each frequency component in the spectral feature curve to obtain the uniformity of the energy distribution of each frequency component as the spectral complexity. Based on the matching relationship between the dominant frequency, the amplitude attenuation coefficient, the spectral complexity, and the preset feature interval, the following classification results for clogging types are output: When the dominant frequency is in the low-to-mid frequency range, the amplitude attenuation coefficient is greater than the first threshold, and the spectral complexity is less than the second threshold, the particle clogging type classification result is output; when the dominant frequency is in the high frequency range, the amplitude attenuation coefficient is between the third and fourth thresholds, and the spectral complexity is greater than the fifth threshold, the chemical deposition clogging type classification result is output; when the dominant frequency is in the low frequency range, the amplitude attenuation coefficient is less than the sixth threshold, and the spectral complexity is between the seventh and eighth thresholds, the biofilm clogging type classification result is output. The degree of clogging is assessed based on the ratio of the total energy of the acoustic emission signal to the reference energy without clogging. The degree of clogging includes mild clogging, moderate clogging, and severe clogging. The degree of clogging is used to determine the total energy and duration of the subsequent multi-band coordinated pulse sequence.

4. The soft soil vacuum pulse wave consolidation drainage method for alleviating siltation according to claim 1, characterized in that, Based on the classification of siltation types and the planar coordinates of the drainage bodies, multiple adjacent drainage bodies are selected as the center to form a pulse array unit. The delay time is calculated based on the propagation distance from each drainage body to the siltation center point and the elastic wave velocity of the soil. Pulse waves are sequentially triggered to be emitted from each drainage body according to the delay time, causing the pulse wavefronts to superimpose in phase in the siltation center region. The output is a pulse array unit formed in the siltation center region and possessing energy focusing characteristics, including: Based on the classification results of the blockage type and the planar coordinates of the drainage body, taking the blockage-affected drainage body as the center, the nearest first number of adjacent drainage bodies are selected according to the planar arrangement of rectangular grid or quincunx grid, and together with the central drainage body, they form a pulse array unit. The propagation distance from each drainage body in the pulse array unit to the blockage center point is obtained. The propagation distance is calculated based on the Euclidean distance between the plane coordinates of each drainage body and the plane coordinates of the blockage center point. The elastic wave velocity of the soil is obtained by performing an on-site wave velocity calibration test on the area where the pulse array unit is located. The on-site wave velocity calibration test includes transmitting a test pulse between two drainage bodies at a known distance and recording the propagation time. The elastic wave velocity of the soil is calculated based on the ratio of the known distance to the propagation time. Based on the ratio of the propagation distance to the elastic wave velocity of the soil, the delay time of each drainage body relative to the blockage center point is calculated, so that the pulse wavefronts emitted by each drainage body arrive at the blockage center point simultaneously, achieving in-phase superposition of wave crests. Based on the ratio of the distance between adjacent drainage bodies to the elastic wave velocity of the soil, the emission time interval between adjacent drainage bodies is calculated, so that the pulse wavefronts emitted by adjacent drainage bodies maintain a fixed phase difference at the blockage center point, forming a traveling wave phase differential array control, so that the wave peaks and troughs in the area outside the blockage center area cancel each other out. Based on the delay time and the transmission time interval, a pulse transmission timing table for each drainage body in the pulse array unit is generated, and each drainage body is triggered to transmit pulse waves in sequence according to the pulse transmission timing table. During pulse transmission, the reflected wave pressure of each drainage branch is monitored in real time. The time difference between the actual reflected wave and the expected reflected wave is used to determine whether the elastic wave velocity of the soil has shifted. When the time difference exceeds a preset threshold, the delay time of each drainage body is dynamically corrected based on the shifted elastic wave velocity of the soil, and a pulse array unit with energy focusing characteristics is output, which is formed in the siltation center area.

5. The soft soil vacuum pulse wave consolidation drainage method for alleviating siltation according to claim 3, characterized in that, Based on the classification of clogging types, a multi-band coordinated pulse sequence is applied to the pulse array unit. Each band is executed sequentially according to a preset timing sequence. During the execution of the ultra-low frequency vibration compaction section and the low frequency microcrack induction section, an asymmetric pulse waveform of slow compression-fast rebound is used to generate directional net drainage displacement by utilizing the inertial hysteresis effect of pore water, and outputting the drainage channel patency status, including: Based on the classification of sludge types, a corresponding frequency band combination is selected from the multi-frequency band coordinated pulse sequence. The multi-frequency band coordinated pulse sequence includes an ultra-low frequency vibration compaction segment, a low-frequency microcrack induction segment, a medium-frequency particle rearrangement segment, and a high-frequency viscous fragmentation segment. The ultra-low frequency vibration segment is applied to the pulse array unit, and an asymmetric sawtooth waveform is used to make the vacuum level slowly decrease to the first negative pressure value over a long period of time and then instantly rise to the second negative pressure value, outputting the progressive compression state of the soil skeleton. The low-frequency microcrack induction section is applied to the pulse array unit, using a trapezoidal waveform, so that the vacuum degree rises to the third negative pressure value within a preset time and then drops to the fourth negative pressure value instantly, inducing radial microcracks in the soil around the drainage body and outputting the expansion state of the drainage channel. The intermediate frequency particle rearrangement segment is applied to the pulse array unit, using a sine wave waveform, so that the vacuum degree fluctuates periodically between the fifth negative pressure value and the sixth negative pressure value, causing particles of different sizes in the blockage layer to generate differentiated inertial responses, and outputting the particle sieving and rearrangement state of the blockage layer. The high-frequency viscous fragmentation section is applied to the pulse array unit, using a narrow pulse square wave waveform, so that the vacuum degree switches rapidly between the seventh negative pressure value and the eighth negative pressure value, generating alternating shear stress in the blockage layer, and outputting the state of chemical deposition crystal and biofilm fragmentation and peeling. A preset vacuum recovery interval is set between each frequency band to allow loose particles and debris generated in the previous frequency band to be discharged with the seepage, thus clearing the drainage channel. The central control unit selects the corresponding frequency band sequence from the preset frequency band combination library based on the classification results of the clogging type and the degree of clogging; The frequency band sequence corresponding to moderate particle blockage is executed sequentially as follows: ultra-low frequency vibration compaction segment, low frequency microcrack induction segment, and mid-frequency particle rearrangement segment; the frequency band sequence corresponding to severe particle blockage is executed sequentially as the above three segments, with each segment's duration exceeding that of the segment corresponding to moderate particle blockage; the frequency band sequence corresponding to moderate chemical deposition blockage is executed sequentially as follows: ultra-low frequency vibration compaction segment, low frequency microcrack induction segment, mid-frequency particle rearrangement segment, and high-frequency viscous fragmentation segment; the frequency band sequence corresponding to severe chemical deposition blockage is executed sequentially as the above four segments, with each segment's duration exceeding that of the segment corresponding to moderate chemical deposition blockage; the frequency band sequence corresponding to moderate biofilm blockage is executed sequentially as follows: ultra-low frequency vibration compaction segment, low frequency microcrack induction segment, and high-frequency viscous fragmentation segment; the frequency band sequence corresponding to severe biofilm blockage is executed sequentially as the above three segments, with each segment's duration exceeding that of the segment corresponding to moderate biofilm blockage; a conventional vacuum recovery interval is set between each frequency band; During the execution of the ultra-low frequency vibration compaction section and the low frequency microcrack induction section, an asymmetric pulse waveform of slow compression-fast rebound is used to slowly reduce the vacuum degree from the basic negative pressure value to the target negative pressure value. The duration of the slow reduction is the first duration, which causes pore water to migrate outward along the drainage channel under the progressive negative pressure gradient. After reaching the target negative pressure value, the vacuum level is instantly restored to the baseline negative pressure value within a second time period, the second time period being significantly shorter than the first time period; By utilizing the inertial hysteresis effect of pore water during the instantaneous rise phase and the viscous resistance of the water column in the channel, the pore water cannot instantly flow back to its original position, thereby generating a directional net drainage displacement in each pulse cycle. During the execution of the asymmetric pulse waveform, the basic negative pressure value of each drainage body in the pulse array unit is maintained, so that the slow compression phase starts from the basic negative pressure value, thus ensuring both the pulse effect and maintaining basic seepage.

6. The soft soil vacuum pulse wave consolidation drainage method for alleviating siltation according to claim 1, characterized in that, Verification pulses are applied to the active transmitting nodes in the pulse array unit according to the drainage channel's dredging status. The passive receiving nodes collect the echo signals, perform time-domain analysis on the echo signals, and generate a drainage channel connectivity map based on the analysis results. If the drainage channel connectivity map shows that the dredging effect is not as expected, supplementary pulses are executed until a verification result that meets the dredging standards is output, including: Based on the drainage channel dredging status, a broadband verification pulse is applied to the active transmitting node in the pulse array unit, and the echo signal is collected by the passive receiving node. Time-domain analysis is performed on the echo signal to extract the time delay between the direct wave and the reflected wave. The distance of the reflector is calculated based on the product of the time delay and the elastic wave velocity of the soil, and the location information of the silted area is output. By comparing the amplitude ratio of the broadband verification pulse and the echo signal in each frequency band, the frequency attenuation ratio is extracted. Based on the frequency attenuation ratio, the equivalent pore size and permeability coefficient of the clogging layer are inverted, and the clogging degree assessment information is output. Calculate the cross-correlation phase shift between the broadband verification pulse and the echo signal, extract the phase distortion index, distinguish between viscous and non-viscous sludge based on the phase distortion index, and output sludge type verification information; Based on the location information of the blocked area, the assessment information of the degree of blockage, and the verification information of the type of blockage, a connectivity map of the drainage channel is generated. If the drainage channel connectivity map shows that the dredging effect is not as expected, a supplementary pulse is executed on the non-compliant area. The energy and duration of the supplementary pulse are increased by a preset increment, and echo signal acquisition and time domain analysis are re-executed after each supplementary pulse until the frequency attenuation ratio recovery rate of all areas in the drainage channel connectivity map exceeds a preset threshold, and a verification result that meets the dredging standard is output.

7. The soft soil vacuum pulse wave consolidation drainage method for alleviating siltation according to claim 6, characterized in that, By comparing the amplitude ratios of the broadband verification pulse and the echo signal in each frequency band, the frequency attenuation ratio is extracted. Based on the frequency attenuation ratio, the equivalent pore size and permeability coefficient of the clogging layer are inverted, and clogging degree assessment information is output, including: Perform Fast Fourier Transform on the wideband verification pulse and the echo signal respectively to obtain the transmission spectrum of the wideband verification pulse and the reception spectrum of the echo signal; Calculate the amplitude ratio of the received spectrum to the transmitted spectrum at each frequency point to generate a frequency attenuation ratio curve. The frequency range in the frequency attenuation ratio curve where the attenuation amplitude exceeds a preset attenuation threshold corresponds to the effective cutoff frequency of the blockage layer. Based on the physical mapping relationship between the effective cutoff frequency and the equivalent pore size of the blockage layer, the equivalent pore size of the blockage layer is inverted. The physical mapping relationship is established based on the propagation attenuation theory of sound waves in porous media. Based on the physical mapping relationship between the equivalent pore size and the permeability coefficient, the permeability coefficient of the clogging layer is inverted. The physical mapping relationship is established based on the Kozeny-Kaman equation. Perform cross-correlation operation on the broadband verification pulse and the echo signal to obtain the cross-correlation function, and extract the peak offset from the cross-correlation function as the phase distortion index; When the phase distortion index is greater than the preset phase distortion threshold, the clogging type is determined to be viscous clogging, which includes chemical deposition clogging and biofilm clogging. When the phase distortion index is less than or equal to the preset phase distortion threshold, the clogging type is determined to be non-sticky clogging, and the non-sticky clogging includes particulate clogging.

8. The soft soil vacuum pulse wave consolidation drainage method for alleviating siltation according to claim 1, characterized in that, Based on the verification results, the dredged drainage system was switched to a coating deposition mode, and a biomimetic microstructure coating was deposited on the outer surface of the drainage system's filter membrane, including: When the verification result output meets the dredging standard, the central control unit switches the corresponding drainage branch to the coating deposition mode, shuts off the vacuum pumping system for that branch, and turns on the high-pressure air source switching device to inject a low-pressure airflow carrying nano-hydrophobic particles into the branch pipe. The particle size and concentration of the nano-hydrophobic particles are determined according to the clogging type classification and soil pore characteristics. The pressure of the low-pressure airflow is greater than the pore water pressure of the soil outside the drainage body and less than the compressive strength of the drainage body structure. The injection duration is determined according to the length of the drainage body and the permeability coefficient of the filter membrane. Driven by the pressure difference between the residual vacuum negative pressure inside the drainage body and the pore water pressure of the external soil, the low-pressure airflow passes through the filter membrane from the inside to the outside. The nano-hydrophobic particles are deposited at the interface between the outer surface of the filter membrane and the soil to form a biomimetic microstructure coating. The biomimetic microstructure coating forms micron-level protrusions and nano-level rough structures through the random accumulation and aggregation of nano-hydrophobic particles, so that the pore water contact angle on the outer surface of the filter membrane is greater than the preset hydrophobic angle threshold. The central control unit controls whether the coating deposition mode is executed based on the classification result of the sludge type. When the sludge type classification result is particulate sludge or biofilm sludge, the coating deposition mode is executed. When the sludge type classification result is chemical deposition sludge, the coating deposition mode is skipped and the normal vacuum drainage state is maintained.

9. The soft-soil vacuum pulse wave consolidation drainage method for alleviating siltation according to claim 1, characterized in that, Also includes: If the drainage flow rate of a certain drainage body is still lower than the preset failure threshold of the initial flow rate after a supplementary pulse, the drainage body is determined to be a failed drainage body, the branch valve of the failed drainage body is permanently closed, and any pulse or vacuum is stopped from being applied to it. Automatically increase the vacuum level of a second number of adjacent drainage bodies adjacent to the failed drainage body, so that the vacuum level of the second number of adjacent drainage bodies is increased from the normal vacuum level to the enhanced vacuum level; Extend the duration of the low-frequency microcrack induction section of the second number of adjacent drainage bodies, so that the effective drainage radius of the second number of adjacent drainage bodies can be extended to cover the original drainage area of ​​the failed drainage body; By comparing the echo time-domain imaging results of the second number of adjacent drainage bodies, after confirming that their drainage channels are unobstructed, the enhanced vacuum degree and extended low-frequency microcrack induction section of the second number of adjacent drainage bodies are maintained until the drainage ends.

10. A vacuum pulse wave consolidation drainage device for soft soil foundations to alleviate siltation, characterized in that, The apparatus for performing the method according to any one of claims 1 to 9, the apparatus comprising: A vacuum pumping system, comprising a vacuum pump, a main pipe, branch pipes, and electrically controlled valves, is used to apply a conventional and stable vacuum to each drainage branch and to perform solidified drainage. A high-pressure gas source switching device, comprising an air compressor, an air tank and a high-speed reversing valve, is used to generate and switch the pulse waveform required for a multi-frequency band coordinated pulse sequence. A vertical drainage array, which consists of multiple drainage bodies arranged in a rectangular or quincunx grid, with an independent electrically controlled valve at the intersection of each drainage body branch; Acoustic emission sensors are installed at the intersections of the branches of each drainage body to collect acoustic emission signals. A pulse transceiver multiplexing module is configured as an active transmitting node in some drainage body branches and as a passive receiving node in the remaining drainage body branches. Pressure sensors are configured in each branch of the drainage system to monitor drainage flow, vacuum level and reflected wave pressure; An adaptive damping matching layer is provided at the interface between each drainage branch and the soil to adjust the degree of matching between the pulse wave impedance and the soil impedance. A central control unit, which is connected to the vacuum pumping system, the high-pressure gas source switching device, the electrically controlled valve, the acoustic emission sensor, the pulse transceiver multiplexing module, the pressure sensor and the adaptive damping matching layer, is used to execute the method described in any one of claims 1 to 9.

Images