A dynamic wind load response optimization method for steel bracing structure in typhoon sensitive area

Abstract

This invention relates to the field of deep foundation pit engineering support technology, and discloses a dynamic wind load response optimization method for steel support structures in typhoon-sensitive areas. The method includes: setting and adjusting the system maintenance parameters based on the current axial force value, continuously quantifying the adjustment action, and switching between two modes: adaptive adjustment of the target axial force and execution of emergency response based on the trend and rate of change of the parameters. The invention establishes a working state that allows the structure to breathe in a controlled manner, avoiding the continuous accumulation of stress under the traditional rigid top resistance method, and enhancing the system's inherent ability to perceive the evolution of the macroscopic stiffness of the soil and identify acute and chronic risk modes without relying on external sensors.

Description

Technical Field

[0001] This invention relates to a dynamic wind load response optimization method for steel support structures in typhoon-sensitive areas, belonging to the field of deep foundation pit engineering support technology. Background Technology

[0002] Currently, the common practice is to lay steel supports in layers along the depth of the foundation pit and apply prestress. This method provides an internal support system for the retaining structure before the main structure is completed, effectively ensuring the stability of the foundation pit soil and construction safety. This practice has become a standard operating procedure.

[0003] However, when this standard support system is applied to typhoon environments, there is a fundamental mismatch between its static design foundation and dynamic load characteristics. The industry practice is to apply a huge, fixed prestress to the steel supports using jacks and lock it in place before the typhoon arrives, thereby constructing a high-rigidity frame to passively resist external loads. Its design goal is to resist a relatively constant lateral pressure based on predicted wind force. When dealing with the pulsating and cyclical characteristics of typhoon loads, this method has a technical limitation: when strong winds act on the retaining structure, the fixed high prestress may play a role in resisting them, but when gusts subside or the load decreases, this huge prestress that cannot be dynamically unloaded continues to prevent stress release and elastic rebound of the structural system. As a result, stress accumulation occurs at the joints and welds of the support members. To solve this problem, simply increasing the strength of the steel support members or further increasing the preset axial force value cannot solve the fundamental problem of effective stress release, but instead increases material costs and construction risks.

[0004] Specifically, existing technologies have the following shortcomings: 1. The stress state of the supporting structure cannot adapt synchronously to changes in external dynamic loads, leading to unidirectional stress accumulation within the structure and potential fatigue damage risks; 2. The system's safety relies excessively on accurate predictions of typhoon wind loads, but such predictions are inherently uncertain, making the setting of prestress lack a reliable dynamic basis; 3. The entire support system lacks an active energy dissipation and dynamic response adjustment mechanism under dynamic loads. Therefore, how to establish a control method that adapts the axial force response of the steel support to external dynamic wind loads through real-time monitoring and feedback adjustment, avoids continuous stress accumulation while ensuring safety, and actively dissipates dynamic load energy, is the technical problem to be solved by this invention. Summary of the Invention

[0005] This invention provides a method for optimizing the dynamic wind load response of steel support structures in typhoon-sensitive areas. Its main purpose is to solve the problem that existing steel support methods cannot adapt their axial force response to dynamic wind loads through real-time adjustment, resulting in stress accumulation and a lack of active energy dissipation mechanisms.

[0006] To achieve the above objectives, this invention provides a method for optimizing the dynamic wind load response of steel-supported structures in typhoon-sensitive areas, comprising the following steps: Step a: For the steel support structure, set a benchmark target axial force value; Step b: During the dynamic wind load, the current axial force value of the steel support structure is acquired in real time at a predetermined frequency. Step c: Compare the current axial force value with a target axial force value that is updated in real time to determine the axial force deviation; Step d: When the absolute value of the axial force deviation exceeds the first preset threshold but is within the range of the second preset threshold, the prestress of the steel support structure is adjusted by feedback through the pre-applied pressure device. Step e, continuously determine a system maintenance parameter characterizing the work done by the pre-applied pressure device to perform feedback regulation; Step f: Calculate the time change rate of the system maintenance parameters, and based on the time change rate, selectively execute between the following two modes: Step f1: When the instantaneous value of the time change rate is lower than the preset acute response threshold and the system maintenance parameters show a continuous upward trend, the target axial force value updated in real time is increased in a stepwise manner; Step f2: When the instantaneous value of the time change rate exceeds the preset acute response threshold, the feedback adjustment is stopped and the preset emergency response strategy is executed.

[0007] Preferably, the method further includes: real-time monitoring of an operating parameter of the drive unit of the pre-applied pressure device; based on the operating parameter, determining an estimated axial force value of a steel support structure through a preset physical mapping model; and continuously comparing the estimated axial force value with the current axial force value, and when the deviation between the two exceeds another preset validity judgment threshold, determining that the acquisition process of the current axial force value has malfunctioned and stopping the feedback adjustment.

[0008] Preferably, the target axial force value that is updated in real time is generated by superimposing a temperature stress compensation value calculated based on ambient temperature onto the reference target axial force value.

[0009] Preferably, the method further includes: when the absolute value of the axial force deviation is within a first preset threshold range, periodically controlling the pre-applied pressure device to apply a preset perturbation excitation; acquiring the high-frequency response signal of the steel support structure caused by the perturbation excitation; and determining the system integrity status of the steel support structure based on the changes in one or more dynamic characteristic values ​​of the high-frequency response signal.

[0010] Preferably, the steel support structure includes multiple steel supports; the method further includes: determining the system maintenance parameters of at least two adjacent steel supports among the multiple steel supports; and determining whether there is a local anomaly based on the change in the time series correlation between the system maintenance parameters of at least two adjacent steel supports.

[0011] Preferably, the calculation of temperature stress compensation values ​​follows these rules: in, This is the temperature stress compensation value. The coefficient of thermal expansion of the steel support material is given. For elastic modulus, For the cross-sectional area, This is a real-time measurement of the ambient temperature. The reference temperature for setting the target axial force value.

[0012] Preferably, the system maintenance parameters are determined by quantifying the cumulative adjustment stroke of the pre-pressure application device or the cumulative pumped medium volume within a rolling time window.

[0013] Preferred, pre-defined emergency response strategies include locking the power circuit of the pre-stressing device to stop all active prestressing adjustment actions and outputting an alarm signal indicating the risk of acute injury.

[0014] Preferably, the feedback adjustment in step d has an adjustment rate proportional to the absolute value of the axial force deviation, thereby achieving active damping and dissipation of dynamic wind load energy.

[0015] Preferably, one or more dynamic characteristic values ​​include the energy integral value of the high-frequency response signal and the attenuation rate of the signal envelope.

[0016] Compared with the prior art, the beneficial effects of the present invention are: 1. By pre-setting a target axial force value and monitoring the current axial force value in real time, feedback adjustment is only initiated when the deviation between the current axial force value and the target axial force value exceeds the preset tolerance range. This establishes a working state for the steel support structure that is different from the traditional rigid top-resistance method. In this state, the support structure is allowed to experience small force fluctuations within the tolerance range under dynamic loads. The stress inside the structural system can be released in a timely manner through this controlled breathing process, avoiding the continuous accumulation of fatigue damage caused by the inability to release stress under traditional fixed large prestress. At the same time, the adjustment action of the pre-pressure application device itself also becomes an effective way to dissipate the energy of external dynamic loads. The entire structural system thus acquires an active energy dissipation characteristic that was not previously available.

[0017] 2. By continuously monitoring the adjustment actions performed by the pre-pressure application device to maintain the target axial force value, a parameter characterizing the dynamic response characteristics of the system was obtained. The changing trend of this parameter directly reflects the macroscopic stiffness evolution of the retaining structure and soil as a whole load-bearing system under continuous load. This allows the system to detect the soil property deterioration process caused by factors such as rainfall infiltration without relying on external soil monitoring sensors. Based on the changing trend of this parameter, the preset target axial force value is adaptively adjusted, so that the core control benchmark of the support system evolves as it responds to the slow changes in soil properties, ensuring the dynamic stability of the safety margin.

[0018] 3. This method not only utilizes the changing trends of the parameters characterizing the dynamic response of the system, but also calculates and judges their rate of change over time. When the rate of change of this parameter is lower than a preset threshold, the system judges it as a gradual process of soil mechanical properties and executes the aforementioned adaptive target axial force adjustment strategy. When the instantaneous value of its rate of change exceeds the threshold, the system judges it as a sudden damage to the support node or local soil. Based on this judgment, the system will stop the original target axial force adjustment logic and instead execute a preset emergency response control strategy, such as locking the pressure application device to avoid applying additional force to potentially damaged points. This method of performing second-order interpretation based on the same information source and selecting different response paths enables the system to distinguish between chronic and acute risks.

[0019] 4. For structural systems containing multiple steel supports, this method also determines the parameters characterizing the dynamic response of at least two adjacent steel supports separately, and judges whether there are local anomalies based on the time correlation between these two parameters. Under normal global loads or soil changes, the response behavior of adjacent supports is highly synchronous. When an anomaly occurs in a certain area due to local soil erosion or other reasons, the response behavior of the supports in that area will deviate from the response behavior of its adjacent supports, resulting in a decrease in their time correlation. By identifying this spatial decorrelation phenomenon, the system can directly guide the engineer's attention to the specific area where local defects may occur, realizing the improvement from single-point state monitoring to multi-point spatial correlation diagnosis. Attached Figure Description

[0020] Figure 1 This is a flowchart of the adaptive control and risk identification logic of the present invention; Figure 2 This is a diagram of the global monitoring and local execution control architecture of this invention. Detailed Implementation

[0021] To make the objectives, technical solutions, and advantages of the present invention clearer, the present invention will be further described in detail below with reference to specific embodiments. It should be understood that the specific embodiments described below are only for explaining the present invention and are not intended to limit the scope of protection of the present invention.

[0022] This invention discloses a dynamic wind load response optimization method for steel support structures in typhoon-sensitive areas. This method is applied to steel support systems in deep foundation pit engineering. Its operation relies on a closed-loop feedback control circuit consisting of a sensing unit, a control unit, and an execution unit. The sensing unit can be a pressure sensor installed in the hydraulic circuit of the pre-pressure application device, or a strain gauge installed on the steel support rod, used to collect the current axial force value of the steel support structure at a predetermined frequency. The control unit, which can be a programmable logic controller (PLC), receives the current axial force value, executes the internal control algorithm, and outputs adjustment commands; the execution unit, which can be an electro-hydraulic jack connected to the steel support, adjusts the pre-pressure of the steel support according to the control commands.

[0023] In a specific application scenario, the first step of this method is to set a benchmark target axial force value for the steel support structure. This value is determined based on the static mechanical calculation results during the engineering design phase. Specifically, it represents the theoretical axial force required to maintain the deformation of the retaining structure within allowable limits under conditions of only static earth pressure and water pressure. For example, the benchmark target axial force value for a steel support is determined to be 2000 kN. During typhoon activity, the control unit acquires the current axial force value in real time through the sensing unit at a frequency of, for example, 5 Hz. It is then compared with a target axial force value that is updated in real time to determine the axial force deviation. The control unit uses the absolute value of the axial force deviation. Execute the interval control strategy when When the stress does not exceed a first preset threshold, the control unit does not issue any adjustment command. This first preset threshold is set based on the allowable fatigue stress amplitude of the weld connecting the support node, and can be calibrated as follows: 5%, or 100kN, within this tolerance range, allows for minor fluctuations in the structural system to release stress; when Exceeding the first preset threshold but within the second preset threshold (e.g.) When the load is within 20% of the rated load (i.e., 400kN), the control unit activates the actuator for feedback adjustment. It should be noted that the rate of adjustment is related to... The magnitude is directly proportional to the value of the load, and this proportional relationship enables the adjustment process to actively dampen and dissipate the energy of the external wind load.

[0024] Considering that continuous rainfall during typhoons may cause deterioration of soil parameters around the foundation pit, thus rendering the initially set benchmark target axial force value inapplicable, the method further includes an adaptive adjustment mechanism based on system response. This mechanism, through step e, continuously determines a system maintenance parameter characterizing the work done by the pre-stressing device to maintain axial force stability. The specific quantification method for this parameter is to measure the cumulative pumping medium volume of the hydraulic jack within a rolling time window (e.g., 30 minutes); at the initial stage of a typhoon, the system records an initial... Value, as a benchmark for health status Subsequently, in step f, the system calculates... rate of change over time Based on a preset acute response threshold, a choice is made between two response modes. This acute response threshold can be calibrated by obtaining the rate of change of system power consumption when the support node experiences sudden yielding through structural loading tests. The instantaneous value is lower than the threshold, and Showing a sustained higher When the soil exhibits an increasing trend, the system determines that the soil's mechanical properties are slowly deteriorating and executes step f1, which involves a step-wise increase in the real-time updated target axial force value, for example, an increase of 5% from the original value, to dynamically compensate for the safety margin; conversely, when the soil exhibits an increasing trend, the system determines that the soil's mechanical properties are slowly deteriorating and executes step f1, which involves a step-wise increase in the target axial force value, for example, an increase of 5% from the original value, to dynamically compensate for the safety margin; When the instantaneous value exceeds the threshold, the system determines that a sudden damage has occurred to the support node or local soil, and executes step f2, that is, stops all feedback regulation and executes a preset emergency response strategy. This strategy may include locking the power circuit of the pre-pressure application device and outputting an alarm signal indicating the risk of acute damage.

[0025] To ensure the validity of the input signals to the control system, the method may also include a sensor cross-validation step. This step involves adding a current sensor to the drive motor of the actuator to monitor its operating parameters, i.e., the operating current, in real time. In the initial stage of system deployment, a self-calibration process is used to establish the motor current. With hydraulic system pressure Physical mapping model between During normal operation, the control unit compares the current axial force value directly measured by the pressure sensor with the value obtained through... The estimated axial force value calculated by the mapping model is compared in real time. When the deviation between the two continuously exceeds another preset validity judgment threshold (e.g., 10%), it is determined that the acquisition process of the current axial force value has malfunctioned, and the feedback adjustment is stopped, entering a safe holding state. In addition, to eliminate the interference of thermal expansion and contraction stress caused by changes in ambient temperature on the measurement results, the target axial force value updated in real time can be adjusted by using a temperature stress compensation value calculated based on ambient temperature. It is generated by superimposing the reference target axial force value; specifically, it is generated by acquiring the real-time ambient temperature through a temperature sensor installed on-site. The compensation value is calculated according to the following rules: ,in, Let E be the coefficient of thermal expansion of the steel support material, E be the modulus of elasticity, and A be the cross-sectional area; all of these are known parameters. The ambient temperature at which the reference target axial force value is set; the control unit will use this. and The values ​​are added together to obtain the real-time target axial force value after temperature compensation, which is used for comparison.

[0026] To diagnose the integrity status of a steel support structure online, the method may further include the following steps: when the absolute value of the axial force deviation is within a first preset threshold range, periodically control the pre-applied pressure device to apply a preset micro-perturbation excitation, such as a pressure pulse with small amplitude and short duration; simultaneously, control the sensing unit to acquire the high-frequency response signal of the steel support structure induced by the excitation in a high-frequency mode; then, based on the changes in one or more dynamic characteristic values ​​of the high-frequency response signal, determine the structural integrity status. The characteristic values ​​may include the energy integral value of the signal and the attenuation rate of the signal envelope. When these characteristic values ​​deviate significantly from the baseline fingerprint of the initial healthy state, the system outputs an alarm indicating that the structural integrity may be compromised. For a support system composed of multiple steel supports, to identify abnormal risks in local areas, the method may also maintain system parameters for at least two adjacent steel supports. The parameters are determined separately, and the existence of local anomalies is judged based on the changes in the time-series correlation between these two parameters. Under normal operating conditions, the adjacent supports... The sequence has a high correlation (e.g., correlation coefficient greater than 0.8). When soil loss or other problems occur in a local area, the response of the support in that area will be out of sync with the response of the adjacent support, causing its time series correlation to remain below a preset threshold (e.g., 0.4). By identifying this spatial loss of correlation, the system can issue a local anomaly alarm for a specific area.

[0027] Example 1: In a subway station foundation pit project with a depth of 28 meters in a coastal area, the retaining structure adopts a diaphragm wall, and the internal support system consists of multiple steel supports. The soil conditions are typical saturated soft clay. The method of this invention is deployed in the axial force control system of the first steel support. When a strong typhoon approaches, this condition brings the direct action of pulsating wind load, accompanied by a continuous heavy rainfall process, posing a combined challenge of dynamic load and soil property deterioration to the foundation pit support system. Before the typhoon arrives, the system sets the benchmark target axial force value of the steel support according to the design documents. Set to 2500kN and set the ambient reference temperature. Record number 32 During the initial stage of a typhoon's landfall, wind speed and temperature fluctuate dramatically. The system calculates temperature stress compensation values ​​based on ambient temperature. The mechanism started working, when the afternoon downpour caused the ambient temperature to plummet to 24 degrees Celsius. When this happens, the system will adjust the comparison benchmark downwards accordingly. This adjusted benchmark value is used to compensate for the decrease in prestress caused by the cold shrinkage of steel. When gusts of wind act on the buildings around the foundation pit and cause pressure fluctuations on the retaining structure, the current axial force value of the steel supports will be adjusted accordingly. When the axial force deviates from 2500kN, the basic feedback adjustment mechanism is activated. When the axial force deviation exceeds the first preset threshold of ±125kN, the hydraulic actuator performs small-amplitude pressure replenishment or pressure relief actions proportional to the deviation. During these adjustment actions, the stress at the support node is released. At the same time, the adjustment process itself also converts some of the kinetic energy input to the foundation pit into heat energy and dissipates it.

[0028] During the 6th to 12th hour after the typhoon's passage, rainfall exceeding 300mm was recorded on-site, leading to the development of a potential risk, despite the basic feedback regulation mechanism still functioning. The system maintains the axial force value near the dynamic target value, but the control unit maintains the system parameters. Continuous calculations revealed a new trend: several adjacent steel supports in the northwest corner of the foundation pit... The value exhibits a continuous, monotonically increasing trend over multiple consecutive rolling time windows, unlike other support regions. This indicates that the system is expending increasingly greater adjustment work to maintain axial force stability in this region. The control unit further calculates the rate of change of this growth trend over time. Upon discovering that its value was below the preset acute response threshold, the system determined, based on this rate of change being below the threshold, that the situation was a chronic deterioration of the soil shear strength and stiffness in the local area caused by heavy rainfall infiltration. Based on this determination, the system automatically performed two step-wise increases in the target axial force value for the steel supports in the northwest corner area, raising its final control benchmark from the initial 2500kN to 2625kN. The triggering and execution of this adjustment action were based entirely on the cumulative travel data generated by the basic feedback adjustment action, i.e., the system maintenance parameters. And its changing trend, without the need to deploy any external sensors to directly measure soil parameters; after the typhoon passed, on-site investigation and monitoring data showed that due to the convergence of surface runoff in the northwest corner of the foundation pit, the lateral earth pressure of the retaining wall near it had indeed exceeded the initial design estimate, and the water content of the soil behind the wall was significantly higher than in other areas; based on this method After compensating for the change trend in the area by increasing the supporting force, the deformation of the retaining wall was controlled within the allowable range, and no signs of fatigue damage were found at the connection nodes of the steel support after a long period of dynamic load cycling.

[0029] Example 2: To objectively verify the effectiveness of the method of the present invention in coping with the combined conditions of dynamic load and soil property deterioration, this comparative test was conducted. The test was carried out in a 1:10 scale model tank filled with remolded cohesive soil with a saturation of 95%. A rigid baffle simulating the retaining structure was set on one side of the model tank, supported by a steel support model, which included an actuator driven by an electro-hydraulic servo system. The data acquisition system consisted of a high-frequency dynamic force sensor, a laser displacement sensor, and a pore water pressure gauge. The sampling frequency of the force sensor was set to 100Hz, and the measurement accuracy of the displacement sensor was 0.01mm. The test set up a control group, a partially functional sample group, and the present invention sample group. All three groups were subjected to the same initial axial force of 300kN and the same external load program. The control group used the existing technology, locking the hydraulic system after applying the initial axial force. The partially functional sample group only ran the basic axial force feedback adjustment mechanism, but its target axial force value remained unchanged. The present invention sample group ran the complete technical solution of the present invention, including the basic axial force feedback adjustment mechanism and the system maintenance parameter-based adjustment mechanism. The adaptive target axial force adjustment mechanism; the test load program is divided into two stages. In the first stage (0 to 2 hours), dynamic disturbances simulating reciprocating wind loads are applied. In the second stage (2 to 6 hours), while maintaining the dynamic load, water is added to the soil through the seepage system to simulate the soil softening process.

[0030] After the experiment, key performance data for each group were collected and analyzed. In the control group, under dynamic loading, the peak axial force of the steel support reached 458 kN. After soil softening in the second stage, the baffle deformation developed rapidly, ultimately reaching 12.8 mm. In some functional sample groups, due to the foundation feedback adjustment mechanism, the peak axial force was controlled at 318 kN, close to the sample group of this invention. However, in the second stage, because the target axial force value could not be adjusted according to changes in soil properties, the baffle deformation continued to accumulate, eventually reaching 10.5 mm. In the sample group of this invention, the peak axial force was controlled at 316 kN in the first stage, and around the 3.5-hour mark of the second stage, the system monitored its maintenance parameters. A continuous upward trend was observed, and accordingly, the target axial force value was increased from 300kN to 330kN. Under this adjustment, the deformation rate of the baffle was effectively suppressed, and the final deformation was 4.5mm. The test data showed that when only the basic feedback adjustment mechanism was in effect (partial functional sample group), although it could suppress the peak axial force, it could not cope with the deformation accumulation caused by the decrease in soil stiffness. However, the sample group of this invention, by adding system maintenance parameters on top of the basic feedback adjustment, The analysis and adaptive adjustment of the target axial force value resulted in a final deformation reduction of 57.1% compared to the partial functional sample group and 64.8% compared to the control group. This result verifies that there is a synergistic effect between the two technical features of basic feedback adjustment and adaptive target axial force adjustment, and that they are necessary for controlling deformation.

[0031] Example 3: This example combines Figures 1 to 2 This paper describes an optimization method for the dynamic wind load response of a steel-supported structure in a typhoon-sensitive area. Figure 1 As shown, the process begins with monitoring and calculating the current axial force and deviation of the steel support structure. This value is then compared with a real-time target axial force value output by the target axial force adaptive generation module to obtain the axial force deviation. This deviation serves as input to the axial force feedback adjustment module to trigger prestress adjustment. Simultaneously, the data from the adjustment action itself is sent to the risk mode identification module. This module calculates system maintenance parameters based on the adjustment data and, combined with historical system maintenance parameters from the D2 historical adjustment data database, judges the risk mode. The judgment result can output a target axial force increase command to the target axial force adaptive generation module, or, upon identifying an acute risk, trigger the emergency response management module, which sends an alarm signal to the engineer or maintenance system. The target axial force adaptive generation module receives a baseline target axial force value from the D1 system control parameter database and superimposes it with a temperature stress compensation value generated by the temperature compensation calculation module to generate a real-time target axial force value. The temperature compensation calculation module performs calculations based on the real-time ambient temperature from environmental sensors and the baseline temperature and threshold from the D1 system control parameter database.

[0032] like Figure 2 As shown, the architecture is hierarchically divided into a central monitoring layer and a field device layer. The central monitoring layer contains a central monitoring host that runs central monitoring and analysis software, which is responsible for receiving field data and issuing remote monitoring and commands. The field device layer includes multiple parallel local control units. Each local control unit runs a local control algorithm and is responsible for direct real-time control and sensing of a steel support assembly connected to it, as shown in the figure, specifically the Nth and N+1th assemblies. Each steel support assembly includes a pre-pressure application device and a sensing unit for acquiring data such as axial force and temperature.

[0033] Example 4: In a specific deep foundation pit project, before the dynamic wind load response optimization method is officially implemented, a set of field parameter calibration procedures are executed to determine a series of key operating parameters of its control system. This procedure first performs offline calibration of the acute response threshold to distinguish between chronic and acute risks. A representative steel support is selected, and an additional loading device capable of rapid unloading is installed near its connection with the retaining wall. First, the execution unit of the method of this invention applies a reference target axial force value to the steel support. The system is then stabilized and subjected to additional pressure via a loading device, which then momentarily triggers the device's rapid unloading valve to induce a controlled axial force drop event. During this process, the control unit records the system's recovery to normal operating conditions. During emergency pressurization, the system maintains parameters rate of change over time The instantaneous peak value; repeat this test five times, take the statistical average of the peak data, and set 70% of the average value as the acute response threshold of this work site.

[0034] Secondly, regarding the system maintenance parameters The rolling time window needs to be determined; a time window that is too short, such as less than 15 minutes, will lead to... The calculated values ​​generate excessive noise due to the random fluctuations of short-term wind loads, which is detrimental to the identification of chronic deterioration trends. Furthermore, an excessively long time window, such as greater than 60 minutes, may delay the response to slow changes in soil properties. Therefore, at this work site, based on the analysis of local historical typhoon meteorological data and soil permeability coefficients, the rolling time window is set to 30 minutes. Subsequently, the first and second preset thresholds in the foundation feedback adjustment mechanism are adjusted. This process is accomplished by applying a low-amplitude sinusoidal sweep frequency dynamic load to a single steel support, with the center value of the load being... During the frequency sweep, the response power consumption of the pre-applied pressure device and the vibration of the support node are monitored. The determination of the first preset threshold is to find a minimum axial force deviation value that can avoid frequent start-stop oscillation of the execution unit. Through experiments, this threshold is set at the inflection point where the system response power consumption begins to show nonlinear growth. The upper limit of the second preset threshold is set as the maximum axial force deviation value that does not cause measurable residual deformation at the support node or connection weld.

[0035] Example 5: To ensure the effectiveness of the sensor signal cross-validation model, an offline construction and online revision procedure is performed during the initial system deployment. During the offline construction phase, the control unit drives the pre-pressure application device to gradually increase the pressure from zero to the maximum design pressure under no external load conditions. During the stabilization period of each pressure step, the pressure value measured by the main pressure sensor is recorded synchronously. The current value measured by the motor current sensor At least 50 sets of paired data points were collected; based on this dataset, third-order polynomial regression analysis was performed using the least squares method to obtain the coefficients of the mapping model function between the estimated axial force and the motor current; after the system enters normal operation, the online maintenance procedure is activated, and the control unit continuously collects data at a low frequency during the period when the main pressure sensor signal is determined to be valid. and The synchronous data is used to iteratively update the polynomial coefficients of the aforementioned mapping model every 24 hours.

[0036] For support systems comprising multiple steel supports, the method of the present invention can employ a hierarchical deployment control architecture; in this architecture, each steel support or adjacent array of supports is equipped with an independent local control unit responsible for performing high-frequency real-time axial force feedback adjustment and independently calculating... , and Status parameters; a central monitoring host is set up above all local control units. Each local control unit uploads its core status parameters and alarm status to the central monitoring host at a frequency of 1Hz. The central monitoring host performs global analysis and makes judgments and outputs according to a hierarchical alarm logic. When a single local unit reports an acute damage alarm, the central host triggers a point alarm. When the response behaviors of multiple adjacent units are uncorrelated, a regional warning is triggered. When more than 30% of the support units simultaneously experience... When the trend of continuous growth occurs, the highest level of alert, indicating a risk of global soil deterioration, will be issued.

[0037] Example 6: To establish an initial health status benchmark fingerprint for each steel support for subsequent comparison in the online integrity diagnostic module, after the steel support is installed and its initial prestress is stable, and it is confirmed that there are no visually visible defects in its structural connection, the following calibration procedure is executed: The control unit triggers the pre-pressure application device to apply a square wave pressure pulse with a duration of 100 milliseconds and an amplitude of 1% of the current benchmark target axial force value; The sensing unit then collects a high-frequency response signal with a duration of 2 seconds at a frequency of not less than 500Hz, and the control unit then calculates the energy integral value and envelope decay rate of the signal. The calculated energy integral value and decay rate are encapsulated into a data pair and stored in non-volatile memory.

[0038] To ensure the reliability of the reference fingerprint, the above-mentioned reference generation process is repeated three times. Only when the relative deviation of the three consecutive feature value data pairs is less than 5% is the arithmetic mean of the data taken as the final reference fingerprint stored in the system. If the deviation does not meet this requirement, the system prompts for manual inspection. In addition, during long-term operation of the system, if the system runs continuously for more than a month under stable conditions without alarms, the system can be set to automatically trigger a recalibration and update process for the reference fingerprint to adapt to changes in the elastic modulus of the structure that may occur due to long-term service.

[0039] 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.

[0040] 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 optimizing the dynamic wind load response of steel-supported structures in typhoon-sensitive areas, characterized in that, Includes the following steps: Step a: For the steel support structure, set a benchmark target axial force value; Step b: During the dynamic wind load, the current axial force value of the steel support structure is acquired in real time at a predetermined frequency. Step c: Compare the current axial force value with a target axial force value that is updated in real time to determine the axial force deviation; Step d: When the absolute value of the axial force deviation exceeds the first preset threshold but is within the range of the second preset threshold, the prestress of the steel support structure is adjusted by feedback through the pre-applied pressure device. Step e, continuously determine a system maintenance parameter characterizing the work done by the pre-applied pressure device to perform feedback regulation; Step f: Calculate the time change rate of the system maintenance parameters, and based on the time change rate, selectively execute between the following two modes: Step f1: When the instantaneous value of the time change rate is lower than the preset acute response threshold and the system maintenance parameters show a continuous upward trend, the target axial force value updated in real time is increased in a stepwise manner; Step f2: When the instantaneous value of the time change rate exceeds the preset acute response threshold, the feedback adjustment is stopped and the preset emergency response strategy is executed.

2. The method for optimizing the dynamic wind load response of a steel support structure in a typhoon-sensitive area according to claim 1, characterized in that, The method also includes: real-time monitoring of an operating parameter of the drive unit of the pre-applied pressure device; based on the operating parameter, determining the estimated axial force value of a steel support structure through a preset physical mapping model; and continuously comparing the estimated axial force value with the current axial force value. When the deviation between the two exceeds another preset validity judgment threshold, it is determined that the acquisition process of the current axial force value has become abnormal, and the feedback adjustment is stopped.

3. The method for optimizing the dynamic wind load response of a steel support structure in a typhoon-sensitive area according to claim 1, characterized in that, The target axial force value is generated by superimposing a temperature stress compensation value calculated based on ambient temperature onto the baseline target axial force value.

4. The method for optimizing the dynamic wind load response of a steel support structure in a typhoon-sensitive area according to claim 1, characterized in that, Also includes: When the absolute value of the axial force deviation is within the first preset threshold range, the pre-applied pressure device is periodically controlled to apply a preset perturbation excitation. High-frequency response signals of steel-supported structures induced by perturbation excitation were collected; Furthermore, the system integrity status of the steel support structure is determined based on the changes in one or more dynamic characteristic values ​​of the high-frequency response signal.

5. The method for optimizing the dynamic wind load response of a steel support structure in a typhoon-sensitive area according to claim 1, characterized in that, The steel support structure includes multiple steel supports; the method further includes: determining the system maintenance parameters of at least two adjacent steel supports among the multiple steel supports; and determining whether there is a local anomaly based on the change in the time series correlation between the system maintenance parameters of at least two adjacent steel supports.

6. The method for optimizing the dynamic wind load response of a steel support structure in a typhoon-sensitive area according to claim 3, characterized in that, The calculation of temperature stress compensation values ​​follows these rules: in, This is the temperature stress compensation value. The coefficient of thermal expansion of the steel support material is given. For elastic modulus, For cross-sectional area, This is a real-time measurement of the ambient temperature. The reference temperature for setting the target axial force value.

7. The method for optimizing the dynamic wind load response of a steel support structure in a typhoon-sensitive area according to claim 1, characterized in that, The system maintenance parameters are determined by quantifying the cumulative adjustment stroke of the pre-pressure application device or the cumulative pumped medium volume within a rolling time window.

8. The method for optimizing the dynamic wind load response of a steel-supported structure in a typhoon-sensitive area according to claim 1, characterized in that, The preset emergency response strategy includes locking the power circuit of the prestressing device to stop all active prestress adjustment actions and outputting an alarm signal indicating the risk of acute injury.

9. The method for optimizing the dynamic wind load response of a steel-supported structure in a typhoon-sensitive area according to claim 1, characterized in that, The feedback adjustment in step d has an adjustment rate that is proportional to the absolute value of the axial force deviation.

10. The method for optimizing the dynamic wind load response of a steel support structure in a typhoon-sensitive area according to claim 4, characterized in that, One or more dynamic characteristic values, including the energy integral value of the high-frequency response signal and the attenuation rate of the signal envelope.

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