Underground building structure drainage pressure reduction and anti-floating control method

Abstract

This invention discloses a method for coordinated anti-buoyancy control of drainage and pressure reduction in underground building structures, relating to the field of building engineering technology. The method includes: operating in a coordinated environment with drainage channels and pressure-reducing infiltration components, simultaneously monitoring the water flow state in a selected section of the drainage channel and the pore water pressure state in the vicinity of the pressure-reducing infiltration components to generate a coordinated state signal characterizing the matching relationship between drainage load and pressure reduction potential; identifying the changing trend of the coordinated state signal, and adjusting the local flux of the drainage channel to form a distribution pattern suitable for pressure reduction intervention; and assigning differentiated driving commands to each unit in the pressure-reducing infiltration component array. This invention generates a coordinated state signal by real-time monitoring of operating conditions, actively guides the flow field distribution and achieves directional superposition of pressure fluctuations, and combines online correction and closed-loop feedback to form an active anti-buoyancy control mechanism, significantly improving the pertinence and stability of the anti-buoyancy effect.

Description

Technical Field

[0001] This invention relates to the field of building engineering technology, and in particular to a method for coordinated anti-buoyancy control of drainage and pressure reduction in underground building structures. Background Technology

[0002] In underground construction engineering, drainage and pressure reduction are two important means of ensuring the anti-buoyancy of underground structures. In engineering practice, drainage facilities and pressure-reducing components are usually installed separately. The two types of facilities carry out groundwater treatment work according to their own operating logic. Drainage facilities focus on guiding and discharging seepage water, while pressure-reducing components focus on dissipating and releasing the pore water pressure in local aquifers. Together, they undertake the task of ensuring the anti-buoyancy safety of underground structures and are widely used in underground engineering projects in various aquifer strata.

[0003] Under field conditions where the groundwater seepage field evolves, the drainage output state of the drainage and conduit facilities will change with the incoming water conditions. This change will be transmitted to the pressure relief and venting component's action area via the formation water body. The hydraulic responses of the two are objectively coupled. When the two facilities operate independently, the change in the seepage field caused by the drainage behavior on the drainage side will form an asynchronous hydraulic coupling effect with the pressure dissipation behavior generated by the pressure relief component. This coupling effect will cause the actual pressure relief level formed at the target anti-buoyancy position to deviate from the action level required by the project, making it difficult to stably obtain the comprehensive pressure relief result that meets the anti-buoyancy design requirements. Summary of the Invention

[0004] This invention provides a method for coordinated anti-buoyancy control of drainage and pressure reduction in underground building structures to solve the problems mentioned in the background art.

[0005] To achieve the above objectives, the present invention provides a method for coordinated anti-buoyancy control of underground building structures by facilitating drainage and pressure reduction, operating in a coordinated environment with pre-deployed drainage channels and pressure-reducing infiltration components, comprising the following steps: S1. Simultaneously monitor the water flow status in a selected section within the drainage channel and the pore water pressure status in the vicinity of the pressure-reducing infiltration component to generate a coordinated state signal characterizing the matching relationship between drainage load and pressure reduction potential. S2. Identify the changing trend of the cooperative state signal, and actively guide the internal flow field to form a distribution pattern suitable for pressure reduction intervention by adjusting the local flux of the hydrophobic flow channel. S3. Based on the distribution pattern, assign differentiated driving instructions to each unit in the pressure-reducing permeation component array. The driving instructions include at least the timing and intensity of action to produce the expected superposition enhancement effect that causes the pressure fluctuations of each unit to be superimposed at the specified position of the hydrophobic flow channel. S4. Control multiple pressure-reducing and permeation components to perform coordinated pressure-reducing actions according to the driving command, and simultaneously collect the real-time hydraulic response of the flow field in the hydrophobic diversion channel to this action; S5. Based on the deviation between the instantaneous hydraulic response and the expected superimposed enhancement effect, the parameters of the driving command being executed are corrected online. S6. Evaluate the changes in drainage efficiency of the drainage channel before and after the implementation of the coordinated pressure reduction action, and feed back the changes in drainage efficiency to subsequent control cycles.

[0006] Preferably, the generation of the coordinated state signal characterizing the matching relationship between drainage load and pressure reduction potential includes: The flow velocity and flow rate parameters of a selected section within the hydrophobic channel were collected, and the rate of change of pore water pressure over time in the vicinity of the pressure-reducing infiltration component was also collected to obtain a set of synchronous raw data. The flow velocity and flow rate parameters representing drainage load in the synchronous original data set are matched with the pore water pressure change rate parameter representing pressure reduction potential. The difference rate of the change trends of the two are compared to obtain the preliminary judgment result of the cooperative state. The preliminary judgment result of the cooperative state is combined with the original synchronous data set to obtain the cooperative state signal.

[0007] Preferably, the step of identifying the changing trend of the cooperative state signal and actively guiding the internal flow field of the hydrophobic channel to form a distribution pattern suitable for pressure reduction intervention by adjusting the local flux of the channel includes: The temporal correlation characteristics of drainage load level markers and pressure reduction response hysteresis markers in the coordinated state signal are analyzed to extract trend indicator markers representing the direction of change in the coordinated relationship. Based on the trend indicator markers, multiple local flow control units connected to the hydrophobic flow channel are matched, and adjustment commands containing the direction of flux increase or decrease are issued to the matched local flow control units to form a flow field adjustment command set; After executing the flow field adjustment command set, velocity distribution data are collected at multiple preset sections of the hydrophobic guide channel. The velocity distribution data is then compared with the expected action location of the adjustment command to verify the flow field reorganization effect. By combining the trend indicator markers with the verified flow field reorganization effect, an initial distribution pattern is generated.

[0008] Preferably, after generating the initial distribution pattern, the method further includes a verification step for the initial distribution pattern: Based on the initial distribution pattern, the range of decompression effect that the decompression permeation component array can achieve under the guidance of this pattern is predicted, and the expected decompression potential range is obtained. The expected decompression potential range is compared with the current actual decompression potential demand extracted from the coordinated state signal to determine the guiding effectiveness of the initial distribution pattern. When the initial distribution pattern is deemed effective, it is determined to be suitable for stress reduction intervention.

[0009] Preferably, the method of assigning differentiated driving commands to each unit in the pressure-reducing permeation component array based on the distribution pattern, wherein the driving commands include at least the timing and intensity of action, to produce the expected superimposed enhancement effect that causes the pressure fluctuations of each unit to be superimposed at a specified location in the hydrophobic flow channel, includes: Analyze the pressure gradient pointing characteristics in the distribution pattern and the pressure superposition requirements at specified locations, identify the units in the pressure-reducing permeation component array corresponding to high gradient regions and key superposition locations, and determine the target unit set and its priority. Based on the action priority of the target unit set and their spatial relationship, an action intensity coefficient is assigned to each unit, and the starting phase of the action sequence of each unit is calibrated according to the expected time delay of water flow transmission to the designated location. By integrating the intensity coefficients and initial phases of each unit, a differentiated set of driving instructions is generated.

[0010] Preferably, the method for determining the expected superposition enhancement effect includes: A baseline pressure fluctuation curve is established based on the pressure fluctuation characteristics of a designated location in the drainage channel during historical operation without pressure reduction intervention. Based on the pressure gradient pointing characteristics in the current distribution pattern and the pressure superposition requirements at a specified location, a target enhancement setting is made for the fluctuation amplitude of the benchmark pressure fluctuation curve at that location. Based on the target enhancement settings, an expected superposition enhancement effect is formed, which includes the target fluctuation amplitude and the desired superposition pattern, and serves as a comparison benchmark for subsequent online correction.

[0011] Preferably, the step of controlling multiple pressure-reducing and infiltration components to perform coordinated pressure-reducing actions according to driving commands, and simultaneously acquiring the instantaneous hydraulic response of the flow field within the hydrophobic channel to this action, includes: The timing sequence and intensity vector of the driving instruction set are analyzed, and control pulses are sent sequentially to the corresponding decompression and permeation component units to trigger the coordinated decompression action, thus obtaining the component execution state sequence. While triggering the coordinated pressure reduction action, multiple pressure sensing units arranged at key nodes of the hydrophobic flow channel are activated. Based on the action timing, pressure change waveforms are collected to obtain synchronous pressure response data. The synchronous pressure response data is time-aligned with the component execution state sequence, and the pressure fluctuation features of key nodes under the corresponding actions are extracted to obtain the aligned hydraulic response feature set. Based on the aligned hydraulic response feature set, the flow field disturbance mode caused by the cooperative decompression action in the hydrophobic diversion channel is identified, and the instantaneous hydraulic response is obtained.

[0012] Preferably, the step of online correction of the driving command parameters being executed based on the deviation between the instantaneous hydraulic response and the expected superimposed enhancement effect includes: The pressure fluctuation characteristics of key nodes in the instantaneous hydraulic response are analyzed and compared with the target fluctuation profile in the expected superimposed enhancement effect to extract the deviation direction markers that characterize insufficient or overshoot pressure enhancement. Based on the deviation direction mark, the timing and intensity of the action in the associated drive command parameters are used to determine whether the deviation is caused by phase misalignment of the timing or amplitude mismatch of the intensity, thus forming a deviation attribute judgment result. Based on the deviation attribute judgment result, the values ​​of the corresponding misalignment phase or mismatch amplitude in the driving command parameters being executed are adjusted in a targeted manner to form an online correction command and send it to the corresponding depressurization permeation component unit.

[0013] Preferably, the evaluation of the change in drainage efficiency of the hydrophobic channel before and after the implementation of the coordinated pressure reduction action includes: Before the coordinated pressure reduction action is executed, the baseline flow rate and velocity parameters at the outlet of the drainage channel are collected to form a baseline performance parameter set; after the coordinated pressure reduction action is executed, the current flow rate and velocity parameters at the corresponding outlet are collected again to form a current performance parameter set. The difference between the flow parameters in the current performance parameter set and the corresponding flow parameters in the baseline performance parameter set is calculated to obtain the absolute value of the flow change; at the same time, the ratio between the flow velocity parameters in the current performance parameter set and the corresponding flow velocity parameters in the baseline performance parameter set is calculated to obtain the flow velocity change ratio. The absolute value of flow rate change and the ratio of flow velocity change are combined and weighted according to a preset weighting relationship to output a drainage efficiency change index that represents the change in overall drainage capacity.

[0014] Preferably, the step of feeding back the change in drainage efficiency to subsequent control cycles includes: The drainage efficiency change index is compared with the preset efficiency threshold range to determine whether it belongs to the category of efficiency improvement, efficiency maintenance or efficiency decline, and the efficiency assessment conclusion is obtained. Based on the performance evaluation results, the pre-stored control strategy mapping relationship is matched, and adjustment suggestions parameters are extracted for the collaborative state signal identification link or drive command allocation link in the subsequent control loop. The recommended parameters will be updated in the system control parameter library to serve as a reference for status judgment and instruction planning before the next round of coordinated decompression actions, thus completing the closed-loop injection of feedback information.

[0015] Compared with the prior art, the present invention has the following beneficial effects: 1. By capturing the hydraulic coupling time relationship between drainage behavior and pressure relief, the response matching state during the coupling process is determined. Thus, the actual hydraulic interaction between the two facilities is used as the starting point for regulation, ultimately avoiding the pressure relief effect deviation caused by the hydraulic coupling between the two, so that the comprehensive pressure relief effect at the anti-buoyancy target position conforms to the actual needs of the project.

[0016] 2. By adjusting the output intensity and timing of multiple pressure-reducing units, the pressure disturbances generated by each unit are directionally superimposed at key anti-buoyancy locations. Furthermore, the unit output behavior is corrected based on the actual hydraulic response collected on-site, thereby creating a controllable local hydraulic effect at the target location. Ultimately, this achieves the proactive shaping of the pressure relief effect in the target area, rather than passively relying on the dissipation of pore water pressure by natural seepage in the formation.

[0017] 3. By incorporating the actual hydraulic output performance on the drainage side into the verification process of regulation, and including the coupling effects of pressure reduction actions in the evaluation dimensions, a comprehensive assessment of the entire drainage system can be achieved. The verification and correction of the pressure reduction coupling hydraulic relationship ultimately kept the hydraulic interaction state of the entire anti-buoyancy treatment system within a controllable range. Attached Figure Description

[0018] Figure 1 A flowchart illustrating a method for coordinated anti-buoyancy control of drainage and pressure reduction in underground building structures according to an embodiment of the present invention; Detailed Implementation Reference Figure 1 The diagram shown is a flowchart illustrating a method for coordinated drainage, pressure reduction, and anti-buoyancy control of underground building structures according to an embodiment of the present invention. In this embodiment, the method is implemented in a coordinated working environment with pre-deployed drainage channels and pressure-reducing infiltration components. The method includes the following steps: S1. Simultaneously monitor the water flow status in a selected section within the drainage channel and the pore water pressure status in the vicinity of the pressure-reducing infiltration component to generate a coordinated state signal characterizing the matching relationship between drainage load and pressure reduction potential.

[0019] Specifically, in the collaborative working environment of the pre-deployed drainage channels and pressure-reducing infiltration components, the drainage channels are laid out parallel to the perimeter of the underground building foundation. The channel cross-section is rectangular, and the inner wall is treated with an anti-permeability coating. The two ends of the channel are connected to the underground drainage network and the water collection facility, respectively. The pressure-reducing infiltration components are arranged in a matrix in the aquifer below the underground building foundation. The top of the components is connected to the drainage channels through the drainage branch pipes. Flow regulating valves are installed on the branch pipes. Local flow control units are installed at the segment nodes of the drainage channels. Pressure sensing units are installed at the inlet, outlet, middle section and branch connection of the drainage channels. Pore water pressure gauges are buried in the vicinity of the pressure-reducing infiltration components.

[0020] Then, the water flow status in the selected section of the hydrophobic channel and the pore water pressure status in the vicinity of the pressure-reducing infiltration component are monitored simultaneously.

[0021] It should be noted that the collaborative state signal is a structured dataset containing raw collected data and matching judgment labels, used to characterize the real-time collaborative matching relationship between the drainage load of the drainage channel and the pressure reduction potential of the pressure-reducing infiltration component.

[0022] Specifically, electromagnetic flow velocity sensors are installed at both ends of a selected section of the drainage channel. The sensor probes are attached to the inner wall of the channel and aligned with the direction of water flow to collect the flow velocity parameters of the section in real time. At the same time, the flow rate parameters are calculated by multiplying the collected flow velocity parameters by the cross-sectional area through a rectangular metering cross-section set in the selected section. The cross-sectional area is determined by calculating the actual inner diameter of the channel.

[0023] Three vibrating wire pore water pressure gauges are evenly distributed in the vicinity of the pressure-reducing permeation module. The pressure gauge probes are buried at the same depth as the center of the permeation module. Pore water pressure data is collected once per hour. The rate parameter of pore water pressure change over time is obtained by subtracting the previous value from the subsequent value and dividing by the time interval.

[0024] The velocity parameters, flow rate parameters, and pore water pressure change rate parameters obtained at the same time point are integrated to form a set of synchronous raw data.

[0025] The changing trends of the velocity and flow parameters characterizing the drainage load in the synchronous raw data set are divided into three categories: rising, stable, and falling. Among them, the drainage load level label is a state label derived from the velocity and flow time series data, which is used to characterize the current drainage capacity of the drainage channel and its changing direction. The values ​​include rising, stable, and falling. The changing trend of the pore water pressure change rate parameter characterizing the pressure reduction potential is also divided into three categories: rising, stable, and falling.

[0026] Define the difference rate The calculation formula is as follows:

[0027] In the formula, The variation range of drainage load parameters, The range of change in the decompression potential parameter.

[0028] The difference rate is obtained by calculating the ratio of the difference in the magnitude of the change trends of the two types of parameters within the same time period to the larger change magnitude.

[0029] If the difference rate is less than or equal to 0.2, it is judged as a good match; if the difference rate is greater than 0.2, it is judged as an unbalanced match, thus obtaining the preliminary judgment result of the cooperative state.

[0030] The preliminary judgment results of the cooperative state are integrated with the corresponding synchronous raw data set in a fixed format. The raw data set retains the specific collected values ​​of the velocity parameter, the flow rate parameter, and the calculated value of the pore water pressure change rate. The preliminary judgment results are marked as well-matched or unbalanced. The integrated data set is the cooperative state signal.

[0031] It should be noted that the preset method for the difference rate threshold of 0.2 is to collect 30 cases of underground engineering drainage and pressure reduction under different geological conditions, including sandy soil, clay and silty soil. For each case, flow velocity parameters, flow rate parameters and pore water pressure change rate data were collected simultaneously for one month. The actual matching effect of drainage load and pressure reduction potential under different difference rates was statistically analyzed. By analyzing the correlation between the difference rate and the matching imbalance, the difference rate corresponding to the matching imbalance in 85% of the cases was selected as the threshold. The benefit of using this threshold is to reduce frequent misjudgments caused by small fluctuations.

[0032] In a preferred embodiment of the present invention, if at a certain moment the flow velocity parameter increases from 0.30 m / s to 0.33 m / s, the flow rate parameter increases from 0.060 m / s to 0.066 m / s, and the pore water pressure change rate parameter increases from 200 Pa / h to 220 Pa / h, then the drainage load change trend is upward, the pressure reduction potential change trend is upward, the amplitude difference is taken as the difference between the two change amplitudes, the larger change amplitude is taken as the larger of the two, the difference rate is calculated, if the difference rate is less than or equal to 0.2, then a cooperative state signal marked as well matched is generated.

[0033] In summary, this embodiment simultaneously collects raw data on drainage and pore water pressure, quantifies the matching degree between drainage load and aquifer decompression potential, and outputs a structured coordinated state signal to provide input basis for subsequent flow field regulation.

[0034] S2. Identify the changing trends of the cooperative state signal, and actively guide the internal flow field to form a distribution pattern suitable for pressure reduction intervention by adjusting the local flux of the hydrophobic flow channel.

[0035] Specifically, the drainage load level marker and the pressure reduction response lag marker in the coordinated state signal are separated. The time series data of the two sets of markers are organized in chronological order of collection time. The change nodes of the two are compared in each time period to determine the time difference of the appearance of the pressure reduction response marker when the drainage load level rises or falls. The direction of change of this time difference is extracted as a trend indicator marker representing the direction of change of the coordinated relationship.

[0036] It should be noted that the pressure reduction response hysteresis marker is a state marker derived from the time series data of pore water pressure change rate. It is used to characterize the leading, synchronous, or lagging response characteristics of the aquifer pressure reduction effect relative to the change in drainage load. The values ​​include leading, synchronous, and lagging. The distribution pattern is a set of spatial distribution states of flow velocity and pressure gradient inside the drainage channel after flow field adjustment. It includes the flow velocity distribution of each section, the adjustment level of the local flow control unit, and the pressure gradient vector information, which serve as the input basis for the distribution drive command of the pressure reduction permeation component array.

[0037] Based on the trend indicator markers, multiple local flow control units connected to the drainage channel are matched. The drainage channel is divided into sections, with each section corresponding to two local flow control units. The division is based on the hydraulic characteristics of the channel to ensure that the regulation effect is applied to the corresponding flow field area.

[0038] If the trend indicator indicates that the drainage load is rising and the pressure reduction response is lagging, a regulation command to increase the flux by 10% is issued to the matched local flow control unit. If the trend indicator indicates that the drainage load is falling and the pressure reduction response is leading, a regulation command to decrease the flux by 10% is issued to the matched local flow control unit. All regulation commands are integrated to form a flow field regulation command set.

[0039] After executing the flow field adjustment command set, flow velocity distribution data are collected at 5 preset cross sections of the hydrophobic guide channel. The cross section spacing is set to 3 times the channel diameter. This spacing is determined by the hydraulic propagation characteristics and can reflect the flow field distribution.

[0040] The flow velocity distribution data is compared point by point with the expected flow velocity value corresponding to the expected location of the adjustment command. If the deviation is within 5%, the flow field reconstruction is deemed effective. If the deviation exceeds 5%, the adjustment command is reissued and the flow velocity distribution data is collected again.

[0041] By combining the trend indicator markers and the verified flow field reorganization effect, if the trend is that the cooperative relationship is improved and the flow field reorganization is effective, the velocity distribution and local flow control unit adjustment status information under this state are integrated to generate an initial distribution pattern.

[0042] In a preferred embodiment of the present invention, the initial distribution pattern is further judged after it is generated.

[0043] Based on the initial distribution pattern, the range of pressure reduction effect that the pressure-reducing permeation module array can achieve under the guidance of this pattern is predicted. Combining the permeation characteristics of the pressure-reducing permeation module array, a pressure reduction value of 0.02 to 0.05 is preset per unit flow rate. This range is obtained by calculation based on the porosity of the module material and the structural design.

[0044] The pressure reduction value that can be achieved by each depressurization permeation component is calculated based on the initial flow velocity distribution, and the expected depressurization potential range is obtained by summing them up.

[0045] Extracting the current actual decompression potential requirement based on the anti-buoyancy design requirements of underground structures from the collaborative state signal, it can be understood that the current actual decompression potential requirement is the target decompression parameter corresponding to the highest allowable pore water pressure of the anti-buoyancy design of underground structures that has been pre-entered into the control system.

[0046] By comparing the expected stress reduction potential range with the demand, if the lower limit of the range is not lower than 80% of the demand value, the initial distribution pattern is deemed to be effective in guiding the stress reduction, and the initial distribution pattern is determined to be a distribution pattern suitable for stress reduction intervention.

[0047] It is important to emphasize that by extracting trend markers through time-series correlation, and combining matching adjustments with effect verification, blind adjustments can be avoided, so that the final distribution pattern can accurately adapt to the stress reduction needs.

[0048] Overall, this scheme identifies the leading or lagging collaborative deviation between hydrophobicity and pressure reduction, reconstructs the internal flow field of the channel through a local flow control unit, and obtains a flow field distribution pattern that meets the requirements of anti-buoyancy and pressure reduction, providing a flow field basis for pressure fluctuation superposition.

[0049] S3. Based on the distribution pattern, assign differentiated driving instructions to each unit in the pressure-reducing permeation component array. The driving instructions include at least the timing and intensity of action to produce the expected superposition enhancement effect that causes the pressure fluctuations of each unit to be superimposed at the specified position of the hydrophobic flow channel.

[0050] Specifically, the pressure gradient pointing characteristics in the analytical distribution pattern are compared with the pressure superposition requirements at a specified location. The pressure gradient pointing characteristics are obtained by dividing the pressure difference collected by the pressure sensing units of adjacent sections of the hydrophobic flow channel by the section spacing.

[0051] It should be noted that the method for determining the direction of the pressure gradient is to take two adjacent pressure sensing sections, and the direction from the high-pressure section to the low-pressure section is the direction of the pressure gradient vector. The gradient whose vector direction points to the mid-section anti-buoyancy key point is selected as the effective pressure gradient to participate in the calculation.

[0052] The designated location is the critical anti-buoyancy point in the middle section of the drainage channel, and the pressure superposition requirement is that a superimposed low-pressure zone must be formed at this designated location.

[0053] Identify the units in the pressure-reducing infiltration module array that correspond to the high gradient region and the key superposition position. Match the spatial coordinates of each unit in the pressure-reducing infiltration module array one by one. Select units located in the high gradient region and within 6 meters of the key superposition position to form a target unit set. The priority standard is as follows: units within 2 meters of the key superposition position are level one, units 2 to 4 meters are level two, and units 4 to 6 meters are level three. This standard is calculated based on the contribution of water flow conduction distance to the superposition effect. The closer the distance, the greater the contribution and the higher the priority.

[0054] The intensity coefficients are assigned based on the priority of the target unit set and their spatial relationship: 0.9 for first-level, 0.7 for second-level, and 0.5 for third-level. The coefficient range is 0.3 to 1.0, determined by the contribution of the unit to the superposition effect. For units of the same priority, the coefficients are fine-tuned according to their fit with the pressure gradient direction. If the fit is high, the coefficient is increased by 0.1.

[0055] The starting phase of the action sequence of each unit is calibrated based on the expected time delay of water flow to the designated location. The expected time delay is obtained by dividing the distance between the unit and the designated location by the regional water flow velocity. The greater the distance, the earlier the starting phase, so that the pressure fluctuations of each unit are in phase when they are superimposed at the designated location.

[0056] The action intensity coefficients of each unit are integrated with the calibrated starting phase and associated with the unique unit number. The start time and intensity parameters of each unit's action are marked, and all associated information is summarized to generate a differentiated drive instruction set.

[0057] It should be noted that the expected superposition enhancement effect is determined by establishing a benchmark pressure fluctuation curve based on the pressure fluctuation characteristics of the specified location of the drainage channel under the condition of no pressure reduction intervention in historical operation, extracting the average amplitude A_base of the benchmark pressure fluctuation curve at the specified location, and setting the data acquisition interval according to the hydraulic response cycle.

[0058] The hydraulic response period is obtained as follows: perform spectral analysis on the historical uninterrupted pressure acquisition waveform, take the time period corresponding to the main frequency as the hydraulic response period, and set the data acquisition interval according to the hydraulic response period.

[0059] Based on the pressure gradient pointing characteristics in the current distribution pattern and the pressure superposition requirements at a specified location, a target enhancement setting is applied to the fluctuation amplitude of the baseline pressure fluctuation curve at that location. The target amplitude is determined using the following formula:

[0060] in, This indicates the expected fluctuation range after target enhancement settings are implemented. This represents the average amplitude of the reference pressure fluctuation curve at a specified location. This represents the intensity of the pressure gradient pointing to a specified location within the distribution pattern. This is an enhancement coefficient related to system characteristics.

[0061] The data was obtained by extracting historical pressure data at designated locations in the hydrophobic channel without pressure reduction intervention, organizing the data by time series and taking the average amplitude. The source is the pressure difference collected by the pressure sensing unit of the adjacent cross-section of the hydrophobic flow channel divided by the cross-sectional spacing.

[0062] The system can collect 20 underground engineering cases under different system conditions, covering combinations of different hydraulic conduction characteristics and pressure-reducing component response efficiencies. For each case, three months of pressure superposition effect data is collected. The degree of agreement between the target fluctuation amplitude and the actual pressure superposition effect under different enhancement coefficient values ​​is recorded. The coefficient corresponding to an agreement of over 90% and no significant fluctuations in system operation is selected as the baseline. .

[0063] It can be seen that this formula can quantify the impact of system characteristics on the amplification of pressure fluctuation amplitude and pressure gradient strength. The larger or the greater the enhancement coefficient The larger the target fluctuation amplitude The larger the size, the better it meets the need for stronger superposition effects in high gradient regions.

[0064] As a preferred embodiment of the present invention, if It is 200 Pa. It is 0.5. If it is 0.4, then This value is used as a benchmark for subsequent online corrections.

[0065] Based on the target enhancement settings, an expected superposition enhancement effect is formed, which includes the target fluctuation amplitude and the expected superposition pattern. The expected superposition pattern is set as a symmetrical superposition of low-pressure peaks. The expected superposition enhancement effect is used as the comparison benchmark for subsequent online correction.

[0066] Overall, this implementation method selects target pressure-reducing units based on the flow field distribution pattern, assigns differentiated intensity and timing commands, and enables the pressure fluctuations of each unit to be synchronously superimposed at the key anti-buoyancy points to construct a local low-pressure zone.

[0067] S4. Control multiple pressure-reducing and permeation components to perform coordinated pressure-reducing actions according to the driving command, and simultaneously collect the real-time hydraulic response of the flow field in the hydrophobic diversion channel to this action.

[0068] Specifically, the timing sequence and intensity vector of the driving instruction set are parsed, and control pulses are sent sequentially to the corresponding decompression and permeation component units according to the timing sequence. The duration of the control pulses is matched with the corresponding parameters in the intensity vector. The action start time, pulse reception status and action execution duration of each unit are recorded and organized into a component execution status sequence according to the unit number.

[0069] While triggering the coordinated pressure reduction action, multiple pressure sensing units arranged at key nodes of the hydrophobic flow channel are activated. Based on the action timing, pressure data at designated locations are collected at 10-millisecond intervals, and pressure change waveforms are plotted to obtain synchronous pressure response data.

[0070] The synchronous pressure response data and the component execution state sequence are aligned by timestamp. The pressure peak, fluctuation period and amplitude changes of key nodes under each action are extracted and organized into an aligned hydraulic response feature set according to the action sequence and node position.

[0071] Based on the aligned hydraulic response feature set, the flow field disturbance type, influence range and intensity level corresponding to each feature are classified, and the flow field disturbance mode caused by the coordinated decompression action in the hydrophobic diversion channel is identified to obtain the instantaneous hydraulic response.

[0072] It should be noted that the flow field disturbance mode refers to the category of hydraulic disturbance generated in the drainage channel after the coordinated decompression action is triggered; the criteria for identifying the flow field disturbance mode are as follows: if the disturbance only appears in a local section around a single component and the length of the disturbance is less than twice the channel diameter, it is determined to be a single-point local disturbance; if the disturbances of multiple components overlap and the disturbance amplitude is significantly higher than that of a single unit disturbance, it is determined to be a multi-unit superimposed disturbance; if the disturbance propagates along the channel to all monitoring sections at both ends of the inlet and outlet, it is determined to be a global propagation disturbance.

[0073] It is important to emphasize that by synchronizing the acquisition and aligning the timing, the timing misalignment between hydraulic response data and decompression actions can be avoided, making the correlation analysis between flow field response and decompression actions more accurate.

[0074] S5. Based on the deviation between the instantaneous hydraulic response and the expected superimposed enhancement effect, the parameters of the driving command being executed are corrected online.

[0075] Specifically, the pressure fluctuation characteristics of key nodes in the instantaneous hydraulic response are analyzed, and the pressure peak, fluctuation period, and fluctuation profile shape are compared point by point with the target fluctuation profile in the expected superposition and enhancement effect.

[0076] If the actual pressure fluctuation amplitude is lower than the corresponding point of the target fluctuation profile, it is marked as insufficient pressure enhancement; if the actual pressure fluctuation amplitude is higher than the corresponding point of the target fluctuation profile, it is marked as pressure overshoot. All marks are arranged in the order of the comparison points to form deviation direction marks.

[0077] Based on the spatial location of the key node corresponding to the deviation direction mark, the timing and intensity of the action of the decompression and permeation component unit responsible for regulating the flow field of that node in the associated drive command parameters are determined. If the deviation is concentrated in the superimposed period of multiple unit actions, the deviation is determined to be caused by phase misalignment of the action timing. If the deviation only occurs in the independent action period of a single unit, the deviation is determined to be caused by amplitude mismatch of the action intensity. The determination results and the corresponding unit numbers are recorded to form the deviation attribute determination results.

[0078] If the deviation attribute judgment result is that the phase of the action sequence is out of sync, then the starting phase of the action sequence of the corresponding depressurization permeation component unit will be shifted forward or backward according to the duration of the deviation.

[0079] If the deviation attribute judgment result is a mismatch in the amplitude of the action intensity, then the amplitude of the action intensity is adjusted according to the following recursive correction formula:

[0080] in, Indicates the first The magnitude of the effect intensity after correction for each unit Indicates the first The magnitude of the effect intensity of each element before correction The deviation direction marker indicates the amplitude deviation rate. This is the preset correction rate coefficient.

[0081] in:

[0082] If the actual pressure fluctuation amplitude is lower than the target fluctuation amplitude, then A negative value increases the amplitude of the corrected effect. If the actual pressure fluctuation amplitude is higher than the target fluctuation amplitude, then... If the value is positive, the amplitude of the corrected effect intensity decreases.

[0083] The pre-defined method involves collecting 25 underground engineering case studies with different system response characteristics. These cases cover scenarios with varying hydraulic response velocities and pressure-reducing component adjustment accuracies. For each case study, two months of data on the drive command correction effect are collected. Deviation elimination time and overcorrection incidence are recorded under different coefficient values. The coefficient corresponding to a moderate deviation elimination time and an overcorrection incidence rate below 5% is selected as the baseline. .

[0084] It is understandable that the above recursive formula adjusts the action intensity amplitude based on the amplitude deviation rate. The larger the absolute value, the greater the correction magnitude. The larger the value, the faster the adjustment, but too large a value can cause overshoot. Using this formula allows for timely online correction and avoids new deviations caused by excessive adjustment.

[0085] In a preferred embodiment of the present invention, if the actual pressure fluctuation amplitude is 230 Pa and the target fluctuation amplitude is 240 Pa, then: like If we take 0.5, then: That is, the amplitude of the effect intensity increased by 2.08%.

[0086] The adjusted timing or intensity parameters are integrated to form an online correction command, which is then sent to the corresponding depressurization and permeation component unit.

[0087] S6. Evaluate the changes in drainage efficiency of the drainage channel before and after the implementation of the coordinated pressure reduction action, and feed back the changes in drainage efficiency to subsequent control cycles.

[0088] Specifically, 24 hours before the coordinated pressure reduction action is executed, four electromagnetic flow velocity sensors are evenly distributed at the center and around the outlet section of the drainage channel to synchronously collect the flow rate and velocity parameters at the outlet. After continuous collection for 30 minutes, the average value is taken as the reference flow rate and reference velocity to form a reference performance parameter set.

[0089] After the coordinated decompression action has been stably executed for 12 hours, the current flow rate and current velocity parameters at the outlet are collected again using the same sensor deployment location, collection duration and average value calculation method to form the current performance parameter set.

[0090] Subtract the baseline flow rate from the current flow rate in the current performance parameter set to obtain the absolute value of the flow rate change. Divide the current flow rate in the current performance parameter set by the baseline flow rate in the baseline performance parameter set and then subtract 1 to obtain the flow rate change ratio.

[0091] The following formula is used to output the drainage efficiency change index, which characterizes the change in overall drainage capacity: in, Indicators representing changes in drainage efficiency This represents the dimensionless change in flow rate, calculated by dividing the absolute value of the change in flow rate by the baseline flow rate. Indicates the current flow rate. Indicates the reference flow rate. and These are the preset weighting coefficients.

[0092] and The pre-defined method involves collecting 30 drainage engineering case studies with different combinations of flow rate and velocity. For each case study, one month of drainage efficiency data is collected, recording the correlation between changes in flow rate, velocity, and drainage efficiency. Statistical analysis is used to determine the actual contribution percentage of flow rate and velocity changes to drainage efficiency, and values ​​that accurately reflect the contribution percentages of both are selected as... and .

[0093] It is understandable that changes in both flow rate and velocity comprehensively characterize changes in drainage efficiency. The larger or and The higher the ratio, the better the drainage efficiency change index. The larger the value, the better the formula can avoid the one-sidedness of evaluating a single parameter.

[0094] In a preferred embodiment of the present invention, if the reference flow rate is 0.060 cubic meters per second, the reference flow velocity is 0.30 meters per second, the current flow rate is 0.066 cubic meters per second, and the current flow velocity is 0.33 meters per second, then like Take 0.6, If we take 0.4, then:

[0095] According to the above formula, it can be clearly seen that by comparing the drainage efficiency change index with the preset efficiency threshold range, if the drainage efficiency change index belongs to the efficiency improvement range, the efficiency assessment conclusion of efficiency improvement is obtained; if it belongs to the efficiency maintenance range, the efficiency assessment conclusion of efficiency maintenance is obtained; and if it belongs to the efficiency decline range, the efficiency assessment conclusion of efficiency decline is obtained.

[0096] It should be noted that the preset method for the efficiency threshold range is to collect 20 cases of underground engineering systems with stable operation. For each case, drainage efficiency fluctuation data and corresponding anti-buoyancy effect data are collected for 3 months. The performance of anti-buoyancy effect under different efficiency change ranges is recorded. The efficiency change range corresponding to a significant improvement in anti-buoyancy effect is defined as the efficiency improvement range, the efficiency change range corresponding to a stable anti-buoyancy effect is defined as the efficiency maintenance range, and the efficiency change range corresponding to an anti-buoyancy effect that fails to meet design requirements is defined as the efficiency decline range.

[0097] In a preferred embodiment of the present invention, if the performance improvement range is greater than 0.05, the performance maintenance range is from -0.05 to 0.05, and the performance decline range is less than -0.05, then E equals 0.1 and belongs to the performance improvement range, thus obtaining the performance evaluation conclusion of performance improvement.

[0098] For example, when efficiency decreases, the difference rate threshold for the collaborative state signal identification stage is increased by 0.05 based on the original threshold, and the maximum threshold after adjustment does not exceed 0.3; when efficiency improves, the intensity coefficient of all units of the same priority in the drive instruction allocation stage is increased by 0.05, and the upper limit of the intensity coefficient after adjustment does not exceed 1.0; when efficiency is maintained, all control parameters remain unchanged.

[0099] Based on the performance evaluation conclusion, the pre-stored control strategy mapping relationship is matched. If the performance evaluation conclusion is a decrease in performance, the suggested parameters for adjusting the difference rate threshold for the collaborative state signal identification link in the subsequent control cycle are extracted from the mapping table. If the performance evaluation conclusion is an improvement in performance, the suggested parameters for fine-tuning the intensity coefficient for the drive command allocation link in the subsequent control cycle are extracted from the mapping table.

[0100] The recommended parameters will be updated in the system control parameter library to serve as a reference for status judgment and instruction planning before the next round of coordinated decompression actions, thus completing the closed-loop injection of feedback information.

[0101] It should be emphasized that this scheme can assess the actual impact of coordinated pressure reduction actions on the drainage efficiency of the drainage channel, obtain parameter adjustment suggestions through mapping relationships, and achieve closed-loop iterative optimization of the entire process.

[0102] In summary, the above process generates a coordinated state signal by real-time monitoring of operating conditions, actively guides the flow field distribution and achieves directional superposition of pressure fluctuations, and forms an active anti-buoyancy control mechanism by combining online correction and closed-loop feedback, thereby improving the pertinence and stability of the anti-buoyancy effect.

[0103] In the several embodiments provided by this invention, it should be understood that the disclosed method can be implemented in other ways.

[0104] It will be apparent to those skilled in the art that the present invention is not limited to the details of the exemplary embodiments described above, and that the present invention can be implemented in other specific forms without departing from the spirit or essential characteristics of the present invention.

[0105] The embodiments of this application can acquire and process relevant data based on artificial intelligence technology. Artificial intelligence is the theory, method, and technology that uses digital computers or machines controlled by digital computers to simulate, extend, and expand human intelligence, perceive the environment, acquire knowledge, and use that knowledge to obtain optimal results.

[0106] Finally, it should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention and are not intended to limit it. Although the present invention has been described in detail with reference to preferred embodiments, those skilled in the art should understand that modifications or equivalent substitutions can be made to the technical solutions of the present invention without departing from the spirit and scope of the technical solutions of the present invention.

Claims

1. A method for coordinated drainage, pressure reduction, and anti-buoyancy control of underground building structures, characterized in that: The process is carried out in a coordinated working environment with pre-installed hydrophobic drainage channels and pressure-reducing infiltration components, and includes the following steps: S1. Simultaneously monitor the water flow status in a selected section within the drainage channel and the pore water pressure status in the vicinity of the pressure-reducing infiltration component to generate a coordinated state signal characterizing the matching relationship between drainage load and pressure reduction potential. S2. Identify the changing trend of the cooperative state signal, and actively guide the internal flow field to form a distribution pattern suitable for pressure reduction intervention by adjusting the local flux of the hydrophobic flow channel. S3. Based on the distribution pattern, assign differentiated driving instructions to each unit in the pressure-reducing permeation component array. The driving instructions include at least the timing and intensity of action to produce the expected superposition enhancement effect that causes the pressure fluctuations of each unit to be superimposed at the specified position of the hydrophobic flow channel. S4. Control multiple pressure-reducing and permeation components to perform coordinated pressure-reducing actions according to the driving command, and simultaneously collect the real-time hydraulic response of the flow field in the hydrophobic diversion channel to this action; S5. Based on the deviation between the instantaneous hydraulic response and the expected superimposed enhancement effect, the parameters of the driving command being executed are corrected online. S6. Evaluate the changes in drainage efficiency of the drainage channel before and after the implementation of the coordinated pressure reduction action, and feed back the changes in drainage efficiency to subsequent control cycles.

2. The method for coordinated anti-buoyancy control of underground building structures with drainage and pressure reduction as described in claim 1, characterized in that, The generation of the coordinated state signal characterizing the matching relationship between drainage load and pressure reduction potential includes: The flow velocity and flow rate parameters of a selected section within the hydrophobic channel were collected, and the rate of change of pore water pressure over time in the vicinity of the pressure-reducing infiltration component was also collected to obtain a set of synchronous raw data. The flow velocity and flow rate parameters representing drainage load in the synchronous original data set are matched with the pore water pressure change rate parameter representing pressure reduction potential. The difference rate of the change trends of the two are compared to obtain the preliminary judgment result of the cooperative state. The preliminary judgment result of the cooperative state is combined with the original synchronous data set to obtain the cooperative state signal.

3. The method for coordinated anti-buoyancy control of drainage and pressure reduction in underground building structures as described in claim 1, characterized in that, The identification of the changing trend of the cooperative state signal, by adjusting the local flux of the hydrophobic guiding channel, actively guides the internal flow field to form a distribution pattern suitable for pressure reduction intervention, including: The temporal correlation characteristics of drainage load level markers and pressure reduction response hysteresis markers in the coordinated state signal are analyzed to extract trend indicator markers representing the direction of change in the coordinated relationship. Based on the trend indicator markers, multiple local flow control units connected to the hydrophobic flow channel are matched, and adjustment commands containing the direction of flux increase or decrease are issued to the matched local flow control units to form a flow field adjustment command set; After executing the flow field adjustment command set, velocity distribution data are collected at multiple preset sections of the hydrophobic guide channel. The velocity distribution data is then compared with the expected action location of the adjustment command to verify the flow field reorganization effect. By combining the trend indicator markers with the verified flow field reorganization effect, an initial distribution pattern is generated.

4. The method for coordinated anti-buoyancy control of drainage and pressure reduction in underground building structures as described in claim 3, characterized in that, After generating the initial distribution pattern, the method further includes a verification step for the initial distribution pattern: Based on the initial distribution pattern, the range of decompression effect that the decompression permeation component array can achieve under the guidance of this pattern is predicted, and the expected decompression potential range is obtained. The expected decompression potential range is compared with the current actual decompression potential demand extracted from the coordinated state signal to determine the guiding effectiveness of the initial distribution pattern. When the initial distribution pattern is deemed effective, it is determined to be suitable for stress reduction intervention.

5. The method for coordinated anti-buoyancy control of drainage and pressure reduction in underground building structures as described in claim 4, characterized in that, Based on the distribution pattern, differentiated driving commands are assigned to each unit in the pressure-reducing permeation component array. These driving commands include at least the timing and intensity of action to produce a desired superimposed enhancement effect, causing pressure fluctuations in each unit to overlap at a designated location in the hydrophobic flow channel. This includes: Analyze the pressure gradient pointing characteristics in the distribution pattern and the pressure superposition requirements at specified locations, identify the units in the depressurization permeation component array corresponding to high gradient regions and key superposition locations, and determine the target unit set and its priority. Based on the action priority of the target unit set and their spatial relationship, an action intensity coefficient is assigned to each unit, and the starting phase of the action sequence of each unit is calibrated according to the expected time delay of water flow transmission to the designated location. By integrating the intensity coefficients and initial phases of each unit, a differentiated set of driving instructions is generated.

6. The method for coordinated anti-buoyancy control of drainage and pressure reduction in underground building structures as described in claim 5, characterized in that, The methods for determining the expected superposition enhancement effect include: A baseline pressure fluctuation curve is established based on the pressure fluctuation characteristics of a designated location in the drainage channel during historical operation without pressure reduction intervention. Based on the pressure gradient pointing characteristics in the current distribution pattern and the pressure superposition requirements at a specified location, a target enhancement setting is made for the fluctuation amplitude of the benchmark pressure fluctuation curve at that location. Based on the target enhancement settings, an expected superposition enhancement effect is formed, which includes the target fluctuation amplitude and the desired superposition pattern, and serves as a comparison benchmark for subsequent online correction.

7. The method for coordinated anti-buoyancy control of drainage and pressure reduction in underground building structures as described in claim 1, characterized in that, The process of controlling multiple pressure-reducing and permeation components to perform coordinated pressure-reducing actions according to driving commands, and simultaneously acquiring the real-time hydraulic response of the flow field within the hydrophobic guide channel to this action, includes: The timing sequence and intensity vector of the driving instruction set are analyzed, and control pulses are sent sequentially to the corresponding decompression and permeation component units to trigger the coordinated decompression action, thus obtaining the component execution state sequence. While triggering the coordinated pressure reduction action, multiple pressure sensing units arranged at key nodes of the hydrophobic flow channel are activated. Based on the action timing, pressure change waveforms are collected to obtain synchronous pressure response data. The synchronous pressure response data is time-aligned with the component execution state sequence, and the pressure fluctuation features of key nodes under the corresponding actions are extracted to obtain the aligned hydraulic response feature set. Based on the aligned hydraulic response feature set, the flow field disturbance mode caused by the cooperative decompression action in the hydrophobic diversion channel is identified, and the instantaneous hydraulic response is obtained.

8. The method for coordinated anti-buoyancy control of drainage and pressure reduction in underground building structures as described in claim 1, characterized in that, The online correction of the driving command parameters based on the deviation between the instantaneous hydraulic response and the expected superimposed enhancement effect includes: The pressure fluctuation characteristics of key nodes in the instantaneous hydraulic response are analyzed and compared with the target fluctuation profile in the expected superimposed enhancement effect to extract the deviation direction markers that characterize insufficient or overshoot pressure enhancement. Based on the deviation direction mark, the timing and intensity of the action in the associated drive command parameters are used to determine whether the deviation is caused by phase misalignment of the timing or amplitude mismatch of the intensity, thus forming a deviation attribute judgment result. Based on the deviation attribute judgment result, the values ​​of the corresponding misalignment phase or mismatch amplitude in the driving command parameters being executed are adjusted in a targeted manner to form an online correction command and send it to the corresponding depressurization permeation component unit.

9. The method for coordinated anti-buoyancy control of drainage and pressure reduction in underground building structures as described in claim 1, characterized in that, The assessment of the changes in drainage efficiency of the hydrophobic channel before and after the implementation of the coordinated pressure reduction action includes: Before the coordinated pressure reduction action is executed, the baseline flow rate and velocity parameters at the outlet of the drainage channel are collected to form a baseline performance parameter set; after the coordinated pressure reduction action is executed, the current flow rate and velocity parameters at the corresponding outlet are collected again to form a current performance parameter set. The difference between the flow parameters in the current performance parameter set and the corresponding flow parameters in the baseline performance parameter set is calculated to obtain the absolute value of the flow change; at the same time, the ratio between the flow velocity parameters in the current performance parameter set and the corresponding flow velocity parameters in the baseline performance parameter set is calculated to obtain the flow velocity change ratio. The absolute value of flow rate change and the ratio of flow velocity change are combined and weighted according to a preset weighting relationship to output a drainage efficiency change index that represents the change in overall drainage capacity.

10. The method for coordinated anti-buoyancy control of drainage and pressure reduction in underground building structures as described in claim 1, characterized in that, The step of feeding back changes in drainage efficiency to subsequent control cycles includes: The drainage efficiency change index is compared with the preset efficiency threshold range to determine whether it belongs to the category of efficiency improvement, efficiency maintenance or efficiency decline, and the efficiency assessment conclusion is obtained. Based on the performance evaluation results, the pre-stored control strategy mapping relationship is matched, and adjustment suggestions parameters are extracted for the collaborative state signal identification link or drive command allocation link in the subsequent control loop. The recommended parameters will be updated in the system control parameter library to serve as a reference for status judgment and instruction planning before the next round of coordinated decompression actions, thus completing the closed-loop injection of feedback information.

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