Temporary consolidation stress monitoring method and system

Abstract

This invention provides a method and system for monitoring temporary consolidation stress, belonging to the field of safety monitoring technology for bridge cantilever construction. The method includes determining the eccentric load orientation between the two steel pipe piles based on pile top stress data; determining the hanging basket's attitude orientation based on the hanging basket's front inclination angle data; verifying the directional consistency and duration overlap of the eccentric load orientation and hanging basket attitude orientation to obtain the eccentric load response verification result; determining the temporary consolidation stress alarm type based on the eccentric load response verification result and the synchronous disturbance state of the pier boundary; and outputting alarm information corresponding to the temporary consolidation stress alarm type. This invention expands temporary consolidation stress monitoring from a single stress threshold alarm to a multi-parameter combination judgment alarm, enabling it to respond to various abnormal states such as abnormal eccentric load, abnormal attitude, and boundary disturbance, and distinguishing different alarm types based on the abnormal combination relationship, effectively reducing false alarms and improving alarm accuracy.

Description

Technical Field

[0001] This invention relates to the field of safety monitoring technology for bridge cantilever construction, specifically to a method and system for monitoring the stress of temporary consolidation. Background Technology

[0002] During the cantilever construction of bridges, temporary consolidation structures are used to resist unbalanced moments caused by pouring deviations, and their stress state directly affects construction safety. Existing methods for monitoring the stress of temporary consolidation structures typically employ a single-point stress threshold alarm method, which involves placing strain gauges on the top of the steel pipe piles and triggering an alarm when the stress exceeds a preset threshold.

[0003] However, this single-parameter alarm method has limitations; it can only respond to one type of anomaly—stress exceeding limits—and cannot distinguish between different types of anomalies. In actual construction, abnormal stress in temporarily consolidated structures can be caused by various reasons, and the corresponding handling methods differ. Single-parameter alarms cannot provide information to differentiate the causes of anomalies, easily leading to false alarms, and making it difficult for construction personnel to quickly determine the correct course of action after receiving an alarm. Summary of the Invention

[0004] The purpose of this invention is to provide a method and system for monitoring the stress of temporary consolidation, which determines the type of temporary consolidation stress alarm and outputs the corresponding alarm information based on the combination relationship between three monitoring parameters: the pile top stress of the steel pipe piles on both sides of the temporary consolidation structure, the inclination angle of the front end of the hanging basket, and the reference strain of the pier body.

[0005] To achieve the above objectives, the present invention provides a method for monitoring the stress of temporary consolidation, comprising: acquiring pile top stress data, hanging basket front end inclination angle data, and pier reference strain data of the steel pipe piles on both sides of the temporary consolidation structure; determining the eccentric load orientation state between the two steel pipe piles based on the pile top stress data; determining the hanging basket attitude orientation state based on the hanging basket front end inclination angle data; performing direction consistency verification and duration overlap verification on the eccentric load orientation state and the hanging basket attitude orientation state to obtain the eccentric load response verification result; determining the pier boundary synchronous disturbance state based on the pier reference strain data; determining the temporary consolidation stress alarm type based on the eccentric load response verification result and the pier boundary synchronous disturbance state; and outputting alarm information corresponding to the temporary consolidation stress alarm type.

[0006] Optionally, acquiring the pile top stress data, hanging basket front inclination angle data, and pier reference strain data of the steel pipe piles on both sides of the temporary consolidation structure includes: acquiring pile top stress data generated by strain gauges installed on the pile tops of the steel pipe piles on both sides of the temporary consolidation structure; acquiring hanging basket front inclination angle data generated by inclinometers installed at the front of the hanging basket; acquiring pier reference strain data generated by strain gauges installed at the pier reference measuring points; and synchronously associating the pile top stress data, hanging basket front inclination angle data, and pier reference strain data based on a unified timestamp to obtain a synchronous monitoring data group corresponding to the same monitoring period.

[0007] Optionally, determining the eccentric load orientation state between the two steel pipe piles based on the pile top stress data includes: extracting the pile top stress data of the two steel pipe piles within the same monitoring period from the synchronous monitoring data group; determining the representative stress of the corresponding side based on the pile top stress data of the steel pipe piles on the same side; determining the eccentric load side based on the stress difference between the representative stresses on both sides; when the absolute value of the stress difference continuously exceeds a preset eccentric load difference threshold, and the eccentric load side corresponding to the stress difference remains consistent within a consecutive preset number of monitoring periods, the eccentric load persistence state is determined to be established; the eccentric load orientation state includes the eccentric load side and the eccentric load persistence state.

[0008] Optionally, determining the hanging basket's orientation state based on the hanging basket's front-end tilt angle data includes: extracting the hanging basket's front-end tilt angle data within the same monitoring period from the synchronous monitoring data group; determining the tilt side and tilt angle amplitude of the hanging basket's front end based on the hanging basket's front-end tilt angle data; when the tilt angle amplitude exceeds a preset tilt angle threshold for a consecutive preset number of monitoring periods, and the tilt side remains consistent for a consecutive preset number of monitoring periods, it is determined that the tilting state is established; the hanging basket's orientation state includes the tilt side and the tilting state.

[0009] Optionally, the step of performing directional consistency verification and duration overlap verification on the off-center load pointing state and the hanging basket attitude pointing state to obtain the off-center load response verification result includes: determining the off-center load side and off-center load duration in the off-center load pointing state, and determining the tilt side and tilt duration in the hanging basket attitude pointing state; comparing the off-center load side and the tilt side to obtain the directional consistency verification result; determining the overlap duration between the off-center load duration and the tilt duration, and obtaining the duration overlap verification result based on the comparison result of the overlap duration and the preset overlap duration; when both the directional consistency verification result and the duration overlap verification result are passed, the off-center load response verification result is determined to be a consistent response; when at least one of the directional consistency verification result and the duration overlap verification result is failed, the off-center load response verification result is determined to be an inconsistent response.

[0010] Optionally, determining the synchronous disturbance state of the pier boundary based on the pier reference strain data includes: extracting pier reference strain data within the same monitoring period from the synchronous monitoring data group; determining the pier reference strain parameter corresponding to the current construction segment; calculating the pier strain deviation based on the pier reference strain data and the pier reference strain parameter; determining that the pier boundary disturbance is established when the pier strain deviation exceeds a preset disturbance threshold for a consecutive preset number of monitoring periods; the synchronous disturbance state of the pier boundary includes the disturbance determination result and the corresponding disturbance duration.

[0011] Optionally, determining the temporary consolidation stress alarm type based on the off-center load response verification result and the synchronous disturbance state of the pier boundary includes: when the off-center load response verification result is consistent and the synchronous disturbance state of the pier boundary is not established, determining the temporary consolidation stress alarm type as a true off-center load alarm; when the off-center load response verification result is inconsistent and the synchronous disturbance state of the pier boundary is established, determining the temporary consolidation stress alarm type as a boundary disturbance alarm; when the off-center load response verification result is consistent and the synchronous disturbance state of the pier boundary is established, determining the temporary consolidation stress alarm type as a composite risk alarm; when the off-center load response verification result is inconsistent and the synchronous disturbance state of the pier boundary is not established, outputting a data verification prompt or maintaining the current monitoring status.

[0012] Optionally, the output of alarm information corresponding to the temporary consolidation stress alarm type includes: when the temporary consolidation stress alarm type is a true off-center load alarm, the off-center load side steel pipe pile and the front end of the hanging basket are identified as the verification objects; when the temporary consolidation stress alarm type is a boundary disturbance alarm, the pier reference measuring point and the temporary consolidation boundary connection part are identified as the verification objects; when the temporary consolidation stress alarm type is a composite risk alarm, the off-center load side steel pipe pile, the front end of the hanging basket and the pier reference measuring point are identified as the joint verification objects; the output includes alarm information containing the source of the anomaly and the verification objects.

[0013] Optionally, after determining the temporary consolidation stress alarm type, the method further includes: when the temporary consolidation stress alarm type is a true eccentric load alarm, increasing the acquisition frequency of the pile top stress data and the hanging basket front inclination angle data corresponding to the eccentric load side steel pipe pile; when the temporary consolidation stress alarm type is a boundary disturbance alarm, increasing the acquisition frequency of the pier reference strain data; and when the temporary consolidation stress alarm type is a composite risk alarm, increasing the acquisition frequency of the pile top stress data, the hanging basket front inclination angle data, and the pier reference strain data corresponding to the eccentric load side steel pipe pile.

[0014] On the other hand, the present invention provides a temporary consolidation stress monitoring system for implementing a temporary consolidation stress monitoring method. The system includes a control module, which includes a memory, a processor, and a computer program stored in the memory and executable on the processor. The processor executes the computer program to implement the temporary consolidation stress monitoring method.

[0015] The above technical solution expands the monitoring of temporary consolidation stress from a single stress threshold alarm to a multi-parameter combination judgment alarm. It can respond to various abnormal states such as abnormal off-center loading, abnormal attitude, and boundary disturbance, and distinguish different alarm types based on the abnormal combination relationship, effectively reducing false alarms and improving alarm accuracy.

[0016] Other features and advantages of the present invention will be described in detail in the following detailed description section. Attached Figure Description

[0017] The accompanying drawings are provided to further illustrate the invention and form part of the specification. They are used together with the following detailed description to explain the invention, but do not constitute a limitation thereof. In the drawings: Figure 1 This is a flowchart of a temporary consolidation stress monitoring method.

[0018] Figure 2 This is the flowchart for off-center load response verification.

[0019] Figure 3 This is a schematic diagram of the layout of temporary consolidation stress monitoring points. Detailed Implementation The following is in conjunction with the appendix Figure 1 - Appendix Figure 3 The specific implementation methods of the embodiments of the present invention will be described in detail below. It should be understood that the specific implementation methods described herein are only for illustrating and explaining the embodiments of the present invention, and are not intended to limit the embodiments of the present invention.

[0020] It should be noted that the acquisition, transmission, storage, use, and processing of data in the technical solution of this application all comply with the relevant provisions of national laws and regulations. In the embodiments of this application, certain existing industry solutions such as software, components, and models may be mentioned. These should be considered exemplary, intended only to illustrate the feasibility of implementing the technical solution of this application, and do not imply that the applicant has already used or necessarily used such solutions.

[0021] In the process of realizing this invention, the inventors of this application discovered that existing temporary consolidation stress monitoring methods only use a single stress threshold alarm, which cannot distinguish between abnormal states of different natures, resulting in low alarm accuracy and manageability.

[0022] Example 1 Reference Figures 1-3 This is the first embodiment of the present invention, which provides a method for monitoring the stress of temporary consolidation. This method can be applied to the temporary consolidation structure in the cantilever construction of bridges. The temporary consolidation structure includes steel pipe piles set on both sides of the pier. The steel pipe piles cooperate with the temporary consolidation part on the top of the pier to bear the unbalanced moment caused by the deviation of concrete pouring, the load offset of the hanging basket and the unbalanced construction load during the cantilever construction.

[0023] The steel pipe piles on both sides of the temporary consolidation structure are defined as the first side steel pipe pile and the second side steel pipe pile, respectively. The first side and the second side can be determined according to the transverse direction of the bridge, the upstream and downstream direction, or a pre-set construction coordinate system on site. For example, the temporary consolidation structure uses Φ820×10mm steel pipe piles, filled with C40 concrete, and the steel pipe pile material is Q345 steel with an elastic modulus of 206 GPa. The above dimensions, materials, and parameters are used to illustrate a specific engineering scenario of this embodiment and do not constitute a limitation on the form of the temporary consolidation structure, the specifications of the steel pipe piles, or the material parameters.

[0024] Strain gauges are installed at the top of each steel pipe pile or at stress-sensitive locations near the top of the pile, inclinometers are installed at the front end of the hanging basket, and strain gauges are installed at reference measuring points on the pier body.

[0025] One method for monitoring the stress of temporary consolidation in this scheme includes: S100: Obtain the pile top stress data, hanging basket front inclination angle data, and pier reference strain data of the steel pipe piles on both sides of the temporary consolidation structure.

[0026] In the embodiments of this application, acquiring the pile top stress data, hanging basket front inclination angle data, and pier reference strain data of the steel pipe piles on both sides of the temporary consolidation structure includes: acquiring pile top stress data generated by strain gauges installed on the pile tops of the steel pipe piles on both sides of the temporary consolidation structure; acquiring hanging basket front inclination angle data generated by inclinometers installed at the front of the hanging basket; acquiring pier reference strain data generated by strain gauges installed at the pier reference measuring points; and synchronously associating the pile top stress data, hanging basket front inclination angle data, and pier reference strain data based on a unified timestamp to obtain a synchronous monitoring data group corresponding to the same monitoring period.

[0027] In one optional implementation, strain gauges installed at the tops of the steel pipe piles on both sides of the temporary consolidation structure generate the original strain signal, and temperature compensation and zero-point correction are applied to the original strain signal to obtain the effective strain signal. The effective strain at the i-th pile top measuring point during the k-th monitoring period is calculated as follows:

[0028] in, This represents the effective strain at the i-th pile top measuring point during the k-th monitoring period. This represents the original strain value of the i-th pile top measuring point during the k-th monitoring period. This represents the initial effective strain value of the i-th pile top measuring point. This represents the temperature-compensated strain at the i-th pile top measuring point during the k-th monitoring period. It is the correction amount output by the built-in temperature compensation algorithm of the acquisition module, and the unit is microstrain.

[0029] The monitoring system calculates the pile top stress data based on the effective strain signal and the elastic modulus of the steel pipe pile material. In this embodiment, strain gauges are installed on the steel pipe wall of the steel pipe pile. The collected strain data corresponds to the deformation of the steel pipe material itself. Therefore, the calculated stress value is the steel pipe wall stress, which can be directly compared with the warning stress of 190MPa and the allowable stress of 215MPa for Q345 steel. The calculation formula for the pile top stress value of the i-th pile top measuring point in the k-th monitoring period is as follows:

[0030] in, This represents the pile top stress value at the i-th pile top measuring point during the k-th monitoring period, and E represents the elastic modulus of the steel pipe pile material. For example, when the steel pipe pile material is Q345 steel, E can be taken as 206 GPa. If the strain gauge or acquisition module has already output the corresponding stress value, the monitoring system can directly use it as the pile top stress data.

[0031] The monitoring system associates and stores the measuring point number, its corresponding side, acquisition time, strain value, and stress value with the pile top stress data. The corresponding side is used to identify whether the corresponding measuring point is located on the first side or the second side of the steel pipe pile. For example, two pile top stress measuring points can be arranged on each side of the steel pipe pile, or one or more pile top stress measuring points can be arranged according to the number of steel pipe piles and on-site monitoring requirements.

[0032] An inclinometer installed at the front end of the hanging basket generates inclination angle data for the front end of the hanging basket. The monitoring system acquires this inclination angle data and extracts the inclination component corresponding to the eccentric loading direction of the steel pipe piles on both sides, based on the inclinometer's installation direction. The front end of the hanging basket can be the front crossbeam, the upper front crossbeam, or a location that reflects the overall attitude change of the front end of the hanging basket. If the inclinometer outputs single-axis inclination angle data, this single-axis inclination angle data is used as the inclination angle data for the front end of the hanging basket; if the inclinometer outputs multi-axis inclination angle data, the lateral inclination component corresponding to the line connecting the first and second sides is selected as the inclination angle data for the front end of the hanging basket.

[0033] Strain gauges installed at reference measuring points on the pier body generate reference strain data for the pier body. The monitoring system acquires this reference strain data and associates it with the corresponding reference measuring point number, acquisition time, and construction segment information for storage. Reference measuring points can be located below block 0, near the temporary consolidation connection area at the pier top, or at locations that reflect changes in the stress at the pier body boundary. The reference strain data is not directly used to correct the pile top stress data; instead, it is used to subsequently determine whether abnormal temporary consolidation stress is accompanied by synchronous disturbance at the pier body boundary.

[0034] The above scheme, by acquiring data on the stress at the top of the steel pipe piles on both sides, the inclination angle of the hanging basket at the front end, and the reference strain of the pier, and constructing a synchronous monitoring data group based on a unified timestamp, enables the time sequence consistency of different measuring points and heterogeneous data within the same monitoring window. This avoids inaccurate judgments of off-center loading, attitude, and boundary disturbances caused by asynchronous sampling, providing a reliable data foundation for subsequent analysis.

[0035] S200: Determine the eccentric load orientation between the two steel pipe piles based on the pile top stress data.

[0036] In the embodiments of this application, determining the eccentric load orientation state between two steel pipe piles based on pile top stress data includes: extracting pile top stress data of two steel pipe piles within the same monitoring period from the synchronous monitoring data group; determining the representative stress of the corresponding side based on the pile top stress data of the same side steel pipe piles; determining the eccentric load side based on the stress difference between the representative stresses on both sides; when the absolute value of the stress difference continuously exceeds the preset eccentric load difference threshold, and the eccentric load side corresponding to the stress difference remains consistent within a consecutive preset number of monitoring periods, the eccentric load persistence state is determined to be established; the eccentric load orientation state includes the eccentric load side and the eccentric load persistence state.

[0037] In a preferred embodiment of this application, the monitoring system extracts the top stress data of the first-side steel pipe pile and the top stress data of the second-side steel pipe pile within the same monitoring period from the synchronous monitoring data group, and groups the top stress data according to their respective sides. When one top stress measuring point is set for each side of the steel pipe pile, the monitoring system uses the top stress value of that measuring point as the representative stress of that side; when multiple top stress measuring points are set for each side of the steel pipe pile, the monitoring system performs statistical processing on the multiple top stress values ​​of the same side to obtain the representative stress of that side.

[0038] In one implementation, the monitoring system uses the maximum value among multiple pile top stress values ​​on the same side as the representative stress for that side to improve sensitivity to localized stress concentration. If m pile top stress measuring points are set on the first side of the steel pipe pile and n pile top stress measuring points are set on the second side of the steel pipe pile, then the representative stress on the first side and the representative stress on the second side can be determined by the following formulas:

[0039]

[0040] in, This represents the representative stress of the first side steel pipe pile during the k-th monitoring period. This represents the representative stress of the second-side steel pipe pile during the k-th monitoring period. This represents the pile top stress value at the j-th pile top measuring point on the first side during the k-th monitoring period. This represents the pile top stress value at the j-th pile top measuring point on the second side during the k-th monitoring period.

[0041] In another implementation, after removing obviously abnormal measurement point data, the monitoring system uses the average value of the remaining pile top stress as the representative stress for that side. Obviously abnormal measurement point data can be data that exceeds the sensor's range, differs from other measurement points on the same side by more than a preset abnormality difference, or experiences a sudden change exceeding a preset change threshold within adjacent monitoring periods.

[0042] In the embodiments of this application, after determining the first representative stress and the second representative stress, the monitoring system calculates the stress difference between the two representative stresses:

[0043] in, This represents the stress difference between the representative stress on the first side and the representative stress on the second side during the k-th monitoring period. If >0 indicates that the stress represented by the first side is greater than the stress represented by the second side; if <0 indicates that the stress represented by the second side is greater than the stress represented by the first side.

[0044] The monitoring system determines the direction of stress deviation based on the sign of the stress difference, and judges whether the deviation meets the effective off-center loading condition based on the absolute value of the stress difference.

[0045] When satisfied ,and When the value is greater than 0, the monitoring system will determine the first side as the off-center load side in the kth monitoring period. When satisfied ,and When <0, the monitoring system will determine the second side as the off-center load side in the kth monitoring period.

[0046] when At that time, the monitoring system determined that no effective off-center load was formed during the k-th monitoring period. This indicates the preset off-center load difference threshold.

[0047] In one optional implementation, the preset eccentric load difference threshold can be determined based on the steel pipe pile design parameters, allowable stress, warning stress, construction segment, and historical stability monitoring data. For example, when the warning stress of the steel pipe pile is 190 MPa and the allowable stress is 215 MPa, the preset eccentric load difference threshold can be determined by combining the ratio of the representative stress difference on both sides to the warning stress. Alternatively, the preset eccentric load difference threshold can be determined based on the fluctuation range of the representative stress difference on both sides during the stable construction phase.

[0048] In a preferred embodiment of this application, the monitoring system repeatedly executes the above-described stress difference calculation and off-center load determination process over multiple consecutive monitoring periods. When continuously... All monitoring periods met the requirements And by The determined off-center load side in continuous If the monitoring system maintains consistency within a given monitoring period, it determines that the off-center load condition is valid. The number of monitoring periods is preset. If the stress difference exceeds the preset off-center load difference threshold multiple times, but the off-center load side changes repeatedly between the first and second sides, the off-center load condition is not determined to be continuous.

[0049] For example, if the absolute value of the stress difference exceeds the preset off-center load difference threshold for three consecutive monitoring periods, and the first side is identified as the off-center load side in all three monitoring periods, then the monitoring system determines that the off-center load persistence state corresponding to the first side is established. The off-center load orientation state obtained thereby includes the off-center load side and the off-center load persistence state. The off-center load side is used to characterize the force deviation between the two steel pipe piles, and the off-center load persistence state is used to characterize whether the force deviation continues to exist.

[0050] The above scheme determines the off-center load side and the state of off-center load by calculating the stress difference between the two sides, and transforms the force bias of the temporarily consolidated structure into a quantifiable mechanical index. It can effectively distinguish between continuous off-center load and occasional stress fluctuations, and improve the ability to perceive the actual stress anomalies of the structure.

[0051] S300: Determines the orientation of the hanging basket based on the tilt angle data of the front end of the hanging basket.

[0052] In the embodiments of this application, determining the orientation state of the hanging basket based on the tilt angle data of the front end of the hanging basket includes: extracting the tilt angle data of the front end of the hanging basket within the same monitoring period from the synchronous monitoring data group; determining the tilt side and tilt angle amplitude of the front end of the hanging basket based on the tilt angle data of the front end of the hanging basket; when the tilt angle amplitude exceeds the preset tilt angle threshold for a consecutive preset number of monitoring periods, and the tilt side remains consistent for a consecutive preset number of monitoring periods, it is determined that the tilting continuous state is established; the orientation state of the hanging basket includes the tilt side and the tilting continuous state.

[0053] In a preferred embodiment of this application, the monitoring system extracts the inclination angle data of the front end of the hanging basket within the same monitoring period from the synchronous monitoring data group, and determines the tilt direction corresponding to the inclination angle data according to the installation and calibration relationship of the inclinometer. If the inclination angle data of the front end of the hanging basket is a signed lateral inclination angle value, the monitoring system determines the tilt side of the front end of the hanging basket according to the sign of the lateral inclination angle value, and determines the inclination angle amplitude according to the absolute value of the lateral inclination angle value.

[0054] For the kth monitoring period, the lateral tilt angle of the front end of the hanging basket is denoted as... The tilt angle magnitude can be determined by the following formula:

[0055] in, This represents the tilt angle amplitude at the front end of the hanging basket during the k-th monitoring period. The tilt angle amplitude is obtained by taking the absolute value of the lateral tilt angle. This represents the lateral tilt angle value of the front end of the hanging basket during the kth monitoring period.

[0056] For example, when calibrating the inclinometer, it can be set that a positive lateral tilt value indicates that the front end of the basket is tilted to the first side, and a negative lateral tilt value indicates that the front end of the basket is tilted to the second side.

[0057] In the embodiments of this application, after the monitoring system acquires the lateral tilt angle value, When satisfied ,and When the value is greater than 0, the first side is determined as the tilt side in the kth monitoring period; When the following conditions are met: ,and When <0, the second side is determined as the tilt side in the kth monitoring period; when When the k-th monitoring period occurs, it is determined that no effective tilt side has formed. This indicates the preset tilt angle threshold.

[0058] If the inclinometer outputs multi-axis inclinometer data, the monitoring system selects the lateral inclinometer component corresponding to the arrangement direction of the first and second side steel pipe piles, based on the inclinometer's installation direction, and determines the tilt side and inclinometer amplitude based on the lateral inclinometer component. The preset inclinometer threshold can be determined based on the allowable attitude deviation of the hanging basket structure and construction safety control requirements. For example, 1° can be used as the preset inclinometer threshold, or different preset inclinometer thresholds can be set for different construction segments.

[0059] The monitoring system repeatedly executes the tilt side determination and tilt angle amplitude judgment processes over multiple consecutive monitoring periods. When continuously... All monitoring periods met the requirements And by The determined tilt side in continuous When the monitoring system maintains consistency across all monitoring periods, it determines that the tilt is persistent. The number of monitoring periods is preset. If the tilt angle amplitude exceeds the preset tilt angle threshold only in a single monitoring period, or if the tilt side changes repeatedly in continuous monitoring periods, the tilting state is not determined to be continuous.

[0060] For example, if the amplitude of the lateral tilt angle of the front end of the hanging basket exceeds a preset tilt angle threshold for three consecutive monitoring periods, and the front end of the hanging basket is determined to tilt towards the first side in all three monitoring periods, then the monitoring system determines that the tilting persistence state corresponding to the first side is established. The hanging basket attitude pointing state obtained thereby includes the tilting side and the tilt persistence state. The tilting side is used to characterize the direction of the attitude change of the front end of the hanging basket, and the tilt persistence state is used to characterize whether the attitude change continues to exist.

[0061] The above scheme determines the tilt side and the continuous tilt state by extracting the tilt angle data of the front end of the hanging basket, and establishes a mapping relationship between the off-center load and the structural attitude change. It can effectively filter out short-term vibration, measurement noise and single tilt angle change interference, and verify whether the off-center load forms a stable attitude response on the hanging basket structure, thus improving the reliability of attitude judgment.

[0062] S400: Perform directional consistency verification and duration overlap verification on the off-center load pointing state and the hanging basket attitude pointing state to obtain the off-center load response verification result.

[0063] In the embodiments of this application, directional consistency verification and duration overlap verification are performed on the off-center load pointing state and the hanging basket attitude pointing state to obtain the off-center load response verification result, including: determining the off-center load side and off-center load duration in the off-center load pointing state, and determining the tilt side and tilt duration in the hanging basket attitude pointing state; comparing the off-center load side and the tilt side to obtain the directional consistency verification result; determining the overlap duration between the off-center load duration and the tilt duration, and obtaining the duration overlap verification result based on the comparison result of the overlap duration and the preset overlap duration; when both the directional consistency verification result and the duration overlap verification result are passed, the off-center load response verification result is determined to be a consistent response; when at least one of the directional consistency verification result and the duration overlap verification result is failed, the off-center load response verification result is determined to be an inconsistent response.

[0064] In a preferred embodiment of this application, the monitoring system extracts the off-center load side and the off-center load duration from the off-center load pointing state, and extracts the tilt side and the tilt duration from the hanging basket attitude pointing state. The off-center load duration is the continuous monitoring period corresponding to the establishment of the off-center load duration state, and the tilt duration is the continuous monitoring period corresponding to the establishment of the tilt duration state. Both the off-center load duration and the tilt duration can be represented by the start monitoring time and the end monitoring time.

[0065] Furthermore, the monitoring system compares the off-center loading side and the inclined side. When the off-center loading side and the inclined side are consistent, the directional consistency check result is passed. As a preferred option, the directional consistency check usually uses the off-center loading side and the inclined side being in the same direction as the passing standard. However, under specific geological conditions, differences in pier settlement, or nonlinear deformation characteristics of the structure, a specific reverse correspondence can also be preset as a passing condition based on the finite element simulation analysis results. For example, when the monitoring data shows that the off-center loading side is located on the first side and the stress difference is significant, while the inclination angle data of the front end of the hanging basket shows that the inclined side is located on the second side, if the reverse correspondence has been verified by simulation to conform to the structural mechanics transmission law, then the directional consistency check can still be judged to be passed. When the off-center loading side and the inclined side are inconsistent, or if either the off-center loading side or the inclined side cannot be determined, the directional consistency check result is failed.

[0066] By verifying the consistency of direction, it can be determined whether the force deflection of the steel pipe pile corresponds to the tilt of the front end of the hanging basket in the spatial direction.

[0067] In one optional implementation, to determine whether there is a valid temporal correspondence between the eccentric load duration state and the tilt duration state, the eccentric load duration period is set as:

[0068] Let the duration of the tilt be:

[0069] in, Indicates the start time of the off-center load duration. Indicates the end time of the off-center load duration. Indicates the start time of the duration of the tilt. This indicates the end time of the duration of the tilt.

[0070] The monitoring system determines the overlap duration between the eccentric load duration and the tilt duration using the following formula:

[0071] in, This indicates the overlap between the duration of eccentric loading and the duration of tilting.

[0072] when When >0, it indicates that there is an overlap between the duration of eccentric loading and the duration of tilting; when When =0, it means that there is no effective overlapping interval between the two.

[0073] For example, if the off-center load duration is from 10:00:00 to 10:03:00 and the tilt duration is from 10:01:00 to 10:04:00, then the overlapping interval is from 10:01:00 to 10:03:00, with an overlap duration of 2 minutes. If the preset overlap duration is 1 minute, then the duration overlap verification result is passed. If the off-center load duration is from 10:00:00 to 10:01:00 and the tilt duration is from 10:02:00 to 10:03:00, then there is no valid overlapping interval between the two, the overlap duration is 0, and the duration overlap verification result is failed.

[0074] Furthermore, the monitoring system compares the overlap duration with the preset overlap duration.

[0075] When satisfied When the time period overlap verification result is determined to be passed; When satisfied If the time period overlap verification result is not passed, it is determined that the time period overlap verification result is not passed.

[0076] in, This indicates the preset overlap duration, which can be determined based on the monitoring period length and the hysteresis characteristics of the hanging basket's attitude response. The preset overlap duration cannot exceed the minimum length of the eccentric load duration and the tilt duration. For example, when a single monitoring period is 30 seconds, the preset overlap duration can be set to 60 seconds (i.e., two monitoring periods). If a certain hysteresis exists between the hanging basket's attitude response and the eccentric load at the pile top, a preset hysteresis time can also be allowed between the tilt duration and the eccentric load duration, but both must still meet the preset overlap duration requirement.

[0077] In the embodiments of this application, when both the direction consistency verification result and the duration overlap verification result pass, the monitoring system determines the off-center load response verification result as a consistent response, indicating that the off-center load between the two steel pipe piles has formed a consistent direction and time-corresponding response in the attitude of the front end of the hanging basket. When at least one of the direction consistency verification result and the duration overlap verification result fails, the monitoring system determines the off-center load response verification result as an inconsistent response, indicating that the off-center load of the steel pipe pile has failed to form an effective correspondence with the attitude of the front end of the hanging basket.

[0078] The above scheme establishes a spatiotemporal correlation mechanism between stress anomalies and structural responses by verifying the consistency of directional orientation and the overlap of duration between the off-center load orientation and the hanging basket attitude orientation. This can confirm whether off-center loading triggers a real structural response, effectively eliminate false alarms caused by a single stress criterion, and improve the accuracy and robustness of off-center load identification.

[0079] S500: Determine the synchronous disturbance state of the pier boundary based on the pier reference strain data.

[0080] In the embodiments of this application, determining the synchronous disturbance state of the pier boundary based on the pier reference strain data includes: extracting the pier reference strain data within the same monitoring period from the synchronous monitoring data group; determining the pier reference strain parameter corresponding to the current construction segment; calculating the pier strain deviation based on the pier reference strain data and the pier reference strain parameter; and determining that the pier boundary disturbance is established when the pier strain deviation exceeds a preset disturbance threshold for a consecutive preset number of monitoring periods. The synchronous disturbance state of the pier boundary includes the disturbance determination result and the corresponding disturbance duration.

[0081] In a preferred embodiment of this application, the monitoring system extracts reference strain data of the pier body within the same monitoring period from the synchronous monitoring data group and determines the corresponding pier body reference strain parameters based on the current construction segment. The stable monitoring period refers to the windless static load period after the formwork is in place and before the concrete pouring operation begins in the current construction segment. During this period, the formwork and template system are relatively static, and the construction live load is low. The pier body reference strain data collected at this time can effectively eliminate interference from construction dynamic loads. Specifically, when the system determines that the fluctuation range of the monitoring data for at least 30 consecutive minutes is less than a preset stability threshold (e.g., ±5με), it automatically marks this period as a stable monitoring period and calculates the pier body reference strain parameters accordingly. For the first construction segment or the system initialization stage, the pier body reference strain parameters use the initial zero-load reading after the temporary consolidation structure is completed. For non-first construction segments, if stable monitoring period data for the current segment cannot be obtained due to weather or construction reasons, the system can correct the data based on the pier body reference strain parameters of the previous construction segment and use it as the initial reference for the current segment, updating it when stable monitoring period data is subsequently captured.

[0082] It should be noted that the pier reference strain parameters can include the pier reference strain value and the allowable fluctuation range. The pier reference strain value can be determined based on the pier reference strain data during the stability monitoring period within the current construction segment, for example, by taking the average or median value of the pier reference strain data during the stability monitoring period; the allowable fluctuation range can be determined based on the maximum fluctuation amplitude, standard deviation, or field allowable error of the pier reference strain data during the stability monitoring period.

[0083] In one implementation, the monitoring system determines the reference strain value of the pier body according to the following formula based on the reference strain data of the pier body during a stable monitoring period:

[0084] in, This represents the reference strain value of the pier body corresponding to the current construction segment. This represents the r-th reference strain value of the pier body within the stable monitoring period. The reference strain value of the pier body can be the effective strain value after temperature compensation and zero-point correction. M represents the number of pier body reference strain data points used in the calculation within the stable monitoring period. The stable monitoring period can be a period in which there is no significant off-center loading, no abnormal hanging basket attitude, and the fluctuation of the pier body reference strain is within the allowable range.

[0085] Furthermore, the monitoring system compares the reference strain value of the pier body with the benchmark strain parameter of the pier body during the current monitoring period to calculate the strain deviation of the pier body. In one embodiment, the strain deviation of the pier body is determined by the following formula:

[0086] in, This represents the deviation of the pier strain during the k-th monitoring period, expressed in microstrain. This represents the reference strain value of the pier body during the k-th monitoring period. This indicates the reference strain value of the pier body corresponding to the current construction segment.

[0087] In another implementation, when the pier reference strain parameter includes an allowable fluctuation range, the monitoring system first determines whether the current pier reference strain value exceeds the allowable fluctuation range. If the current pier reference strain value does not exceed the allowable fluctuation range, the pier strain deviation is within the allowable deviation range; if the current pier reference strain value exceeds the allowable fluctuation range, the excess portion is taken as the pier strain deviation. This can reduce the impact of normal construction fluctuations on boundary disturbance judgment.

[0088] In one optional implementation, when multiple strain gauges are set at reference measuring points on the pier, the monitoring system calculates the strain deviation corresponding to each reference measuring point and determines a representative deviation based on the multiple strain deviations. The representative deviation can be the maximum value among the multiple strain deviations or the average value after removing outliers. To improve sensitivity to boundary disturbances, the maximum value among the multiple strain deviations can be used as the pier strain deviation.

[0089] The monitoring system repeatedly calculates the strain deviation of the pier body over multiple consecutive monitoring periods. When continuous... All monitoring periods met the requirements When the monitoring system determines that the pier boundary disturbance is established; when the pier strain deviation is not within the continuous range... If the disturbance threshold is exceeded for all monitoring periods, the monitoring system determines that the disturbance at the pier boundary is not established. For a preset number of monitoring periods, This represents the preset disturbance threshold, expressed in microstrain.

[0090] For example, if the strain deviation of the pier exceeds the preset disturbance threshold in three consecutive monitoring periods, the monitoring system determines that a pier boundary disturbance has occurred. If the strain deviation of the pier exceeds the preset disturbance threshold in only one monitoring period, and then returns to the allowable fluctuation range in subsequent monitoring periods, the pier boundary disturbance is not determined to have occurred.

[0091] The resulting synchronous disturbance state at the pier boundary includes the disturbance determination result and the corresponding disturbance duration. The disturbance determination result is either true or false, and the disturbance duration is the start and end period corresponding to the continuous exceedance of the preset disturbance threshold by the pier strain deviation. The synchronous disturbance state at the pier boundary is used to combine with the off-center load response verification result to determine the temporary consolidation stress alarm type.

[0092] The above scheme, by introducing reference strain data of the pier body to calculate the strain deviation of the pier body, achieves independent identification of the synchronous disturbance state of the pier body boundary. It can effectively decouple the stress anomaly of the steel pipe pile from the changes in the boundary conditions of the pier body, avoids simply attributing boundary disturbances such as support settlement and constraint failure to the pile top eccentric load, and clarifies the mechanical transmission path of the anomaly source.

[0093] S600: Determine the temporary consolidation stress alarm type based on the off-center load response verification results and the synchronous disturbance state of the pier boundary.

[0094] In the embodiments of this application, the temporary consolidation stress alarm type is determined based on the off-center load response verification result and the synchronous disturbance state of the pier boundary, including: when the off-center load response verification result is consistent and the synchronous disturbance state of the pier boundary is not established, the temporary consolidation stress alarm type is determined to be a true off-center load alarm; when the off-center load response verification result is inconsistent and the synchronous disturbance state of the pier boundary is established, the temporary consolidation stress alarm type is determined to be a boundary disturbance alarm; when the off-center load response verification result is consistent and the synchronous disturbance state of the pier boundary is established, the temporary consolidation stress alarm type is determined to be a composite risk alarm; when the off-center load response verification result is inconsistent and the synchronous disturbance state of the pier boundary is not established, a data verification prompt is output or the current monitoring state is maintained.

[0095] In a preferred embodiment of this application, the monitoring system uses the off-center load response verification result and the synchronous disturbance state of the pier boundary as alarm diversion factors, and determines the temporary consolidation stress alarm type based on the combination of the two alarm diversion factors. The off-center load response verification result indicates whether the off-center load of the steel pipe pile forms a corresponding response in the attitude of the hanging basket; the synchronous disturbance state of the pier boundary indicates whether the current anomaly is accompanied by changes in the pier boundary conditions.

[0096] In one implementation, the off-center load response verification result is denoted as R, and the pier boundary synchronous disturbance state is denoted as B. Here, R=1 indicates that the off-center load response verification result is consistent, and R=0 indicates that the off-center load response verification result is inconsistent; B=1 indicates that the pier boundary disturbance is established, and B=0 indicates that the pier boundary disturbance is not established.

[0097] When R=1 and B=0, the monitoring system determines the temporary consolidation stress alarm type as a true off-center load alarm. This combination indicates that there is a continuous off-center load between the two steel pipe piles, and this off-center load forms a consistent direction and time-corresponding response in the attitude of the front end of the formwork, while no boundary synchronous disturbance occurs at the reference measuring point of the pier body. The anomaly source corresponding to this alarm type mainly points to a true off-center load in the cantilever construction of the formwork, such as uneven concrete pouring, construction load deviation, or off-center stress on the formwork.

[0098] When R=0 and B=1, the monitoring system determines the temporary consolidation stress alarm type as a boundary disturbance alarm. This combination indicates that the stress change of the steel pipe pile fails to correspond effectively with the attitude of the hanging basket front end, but continuous disturbance has occurred at the pier reference measuring point. The anomaly sources corresponding to this alarm type mainly point to changes in the pier boundary conditions, overall stress disturbance in the temporary consolidation connection area, or stress changes in the area where the pier reference measuring point is located.

[0099] When R=1 and B=1, the monitoring system determines the temporary consolidation stress alarm type as a composite risk alarm. This combination indicates that the eccentric load on the steel pipe pile has already formed a corresponding response in the attitude of the front end of the hanging basket, while the boundary of the pier body also shows continuous disturbance. The temporary consolidation structure may be affected by both the construction eccentric load and the boundary disturbance at the same time.

[0100] When R=0 and B=0, the monitoring system does not directly identify it as a true off-center load alarm, boundary disturbance alarm, or combined risk alarm. Instead, it outputs a data verification prompt or maintains the current monitoring status. This combination may correspond to short-term sensor fluctuations, abnormal data synchronization, local construction disturbances, or the incomplete formation of the hanging basket attitude response. The monitoring system can continue to acquire data in subsequent monitoring periods and re-triage the alarm after the continuous state judgment conditions are met.

[0101] Through the above diversion process, the monitoring system can transform the temporary consolidation stress anomaly from a single threshold alarm into a categorized alarm, so that the alarm result can simultaneously reflect the relationship between stress eccentricity, attitude response and boundary disturbance.

[0102] The above-described scheme, by combining the off-center load response verification results with the pier boundary disturbance status in a matrix manner, achieves a shift from single-threshold alarms to typified identification of anomaly sources. By further subdividing alarm types into actual off-center loads, boundary disturbances, and composite risks, the scheme enhances the directional nature and decision-making support value of alarm information, facilitating on-site personnel to quickly locate the fault source and take targeted measures.

[0103] S700: Outputs alarm information corresponding to the temporary consolidation stress alarm type.

[0104] In the embodiments of this application, the alarm information corresponding to the temporary consolidation stress alarm type is output, including: when the temporary consolidation stress alarm type is a true off-center load alarm, the off-center load side steel pipe pile and the front end of the hanging basket are identified as the review objects; when the temporary consolidation stress alarm type is a boundary disturbance alarm, the pier reference measuring point and the temporary consolidation boundary connection part are identified as the review objects; when the temporary consolidation stress alarm type is a composite risk alarm, the off-center load side steel pipe pile, the front end of the hanging basket and the pier reference measuring point are identified as the joint review objects; and alarm information containing the source of the anomaly and the review objects is output.

[0105] In the embodiments of this application, the monitoring system determines the source of the anomaly based on the type of temporary consolidation stress alarm and associates the source of the anomaly with the corresponding verification object to generate alarm information. The alarm information may include the alarm type, the source of the anomaly, the verification object, the corresponding monitoring period, and a data summary involved in the alarm determination. Specifically, the anomaly source corresponding to a true off-center load alarm is an anomaly in the stress of the off-center steel pipe pile, and the data summary includes at least one of the off-center load side, stress difference, and the amplitude of the inclination angle at the front end of the hanging basket; the anomaly source corresponding to a boundary disturbance alarm is a disturbance at the pier boundary, and the data summary includes at least one of the pier strain deviation and the duration of the disturbance; the anomaly source corresponding to a composite risk alarm includes both an anomaly in the stress of the off-center steel pipe pile and a disturbance at the pier boundary, and the data summary includes at least one of the off-center load response verification result and the synchronous disturbance state at the pier boundary. The verification object includes the aforementioned verification object or a joint verification object.

[0106] In the embodiments of this application, after determining the type of temporary consolidation stress alarm, the method further includes: when the type of temporary consolidation stress alarm is a true eccentric load alarm, increasing the acquisition frequency of the pile top stress data and the hanging basket front inclination angle data corresponding to the eccentric load side steel pipe pile; when the type of temporary consolidation stress alarm is a boundary disturbance alarm, increasing the acquisition frequency of the pier reference strain data; and when the type of temporary consolidation stress alarm is a composite risk alarm, increasing the acquisition frequency of the pile top stress data, the hanging basket front inclination angle data, and the pier reference strain data corresponding to the eccentric load side steel pipe pile.

[0107] While increasing the acquisition frequency of corresponding data, the monitoring system maintains continuous acquisition of pile top stress data, hanging basket front inclination angle data, and pier reference strain data, and further increases the acquisition frequency of data corresponding to the current alarm type. When the data corresponding to the alarm returns to a stable range, the monitoring system can restore the acquisition frequency of the corresponding data to the normal acquisition frequency; the stable range includes at least one of the following: the stress difference between the representative stresses on both sides is lower than a preset off-center load difference threshold, the hanging basket front inclination angle amplitude is lower than a preset inclination angle threshold, and the pier strain deviation is lower than a preset disturbance threshold.

[0108] The above solution achieves optimized allocation and closed-loop control of monitoring resources by dynamically matching review objects based on alarm types and adaptively adjusting data acquisition frequency. While ensuring continuous coverage of the three types of data, it strengthens the tracking density of key risk indicators, balancing monitoring continuity and system efficiency, and improving the intelligence level of construction monitoring.

[0109] In summary, this scheme does not rely on a single monitoring parameter for temporary consolidation stress alarms. Instead, it first constructs the eccentric load orientation state based on the stress data at the top of the steel pipe piles on both sides, then constructs the hanging basket attitude orientation state based on the inclination angle data at the front end of the hanging basket. It then determines whether the eccentric load has resulted in an actual structural response through direction consistency verification and duration overlap verification. Furthermore, by combining the synchronous disturbance state of the pier boundary determined by the pier reference strain, the scheme diverts anomalies in the eccentric load response verification results, distinguishing between genuine eccentric load alarms, boundary disturbance alarms, and composite risk alarms. This improves the accuracy of temporary consolidation stress anomaly identification and the relevance of the alarm results.

[0110] The present invention also provides a temporary consolidation stress monitoring system for implementing a temporary consolidation stress monitoring method. The system includes a control module, which includes a memory, a processor, and a computer program stored in the memory and executable on the processor. The processor executes the computer program to implement the temporary consolidation stress monitoring method.

[0111] This invention provides a storage medium storing a program that, when executed by a processor, implements a temporary consolidation stress monitoring method.

[0112] This invention provides a processor for running a program, wherein the program executes a temporary consolidation stress monitoring method during runtime.

[0113] This invention provides a device including a processor, a memory, and a program stored in the memory and executable on the processor. When the processor executes the program, it implements a method for monitoring temporary consolidation stress. The device described herein can be a server, PC, PAD, mobile phone, etc.

[0114] This application also provides a computer program product that, when executed on a data processing device, is suitable for performing a temporary consolidation stress monitoring method.

[0115] Those skilled in the art will understand that embodiments of this application can provide methods, systems, or computer program products. Therefore, this application can take the form of a completely hardware embodiment, a completely software embodiment, or an embodiment combining software and hardware aspects. Furthermore, this application can take the form of a computer program product embodied on one or more computer-usable storage media (including, but not limited to, disk storage, CD-ROM, optical storage, etc.) containing computer-usable program code.

[0116] This application is described with reference to flowchart illustrations and / or block diagrams of methods, apparatus (systems), and computer program products according to embodiments of this application. It will be understood that each block of the flowchart illustrations and / or block diagrams, and combinations of blocks in the flowchart illustrations and / or block diagrams, can be implemented by computer program instructions. These computer program instructions can be provided to a processor of a general-purpose computer, special-purpose computer, embedded processor, or other programmable data processing apparatus to produce a machine, such that the instructions, which execute via the processor of the computer or other programmable data processing apparatus, generate instructions for implementing the flowchart... Figure 1 One or more processes and / or boxes Figure 1 A device that provides the functions specified in one or more boxes.

[0117] These computer program instructions may also be stored in a computer-readable storage medium that can direct a computer or other programmable data processing device to function in a particular manner, such that the instructions stored in the computer-readable storage medium produce an article of manufacture including instruction means, which are implemented in a process Figure 1 One or more processes and / or boxes Figure 1 The function specified in one or more boxes.

[0118] These computer program instructions may also be loaded onto a computer or other programmable data processing equipment to cause a series of operational steps to be performed on the computer or other programmable equipment to produce a computer-implemented process, thereby providing instructions that execute on the computer or other programmable equipment for implementing the process. Figure 1 One or more processes and / or boxes Figure 1 The steps of the function specified in one or more boxes.

[0119] In a typical configuration, a computing device includes one or more processors (CPU), input / output interfaces, network interfaces, and memory.

[0120] Memory may include non-persistent memory in computer-readable media, such as random access memory (RAM) and / or non-volatile memory, such as read-only memory (ROM) or flash RAM. Memory is an example of computer-readable media.

[0121] Computer-readable media includes both permanent and non-permanent, removable and non-removable media that can store information using any method or technology. Information can be computer-readable instructions, data structures, modules of programs, or other data. Examples of computer storage media include, but are not limited to, phase-change memory (PRAM), static random access memory (SRAM), dynamic random access memory (DRAM), other types of random access memory (RAM), read-only memory (ROM), electrically erasable programmable read-only memory (EEPROM), flash memory or other memory technologies, CD-ROM, digital versatile optical disc (DVD) or other optical storage, magnetic tape, magnetic disk storage or other magnetic storage devices, or any other non-transferable medium that can be used to store information accessible by a computing device. As defined herein, computer-readable media does not include transient computer-readable media, such as modulated data signals and carrier waves.

[0122] It should also be noted that the terms "comprising," "including," or any other variations thereof are intended to cover non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements includes not only those elements but also other elements not expressly listed, or elements inherent to such process, method, article, or apparatus. Unless otherwise specified, an element defined by the phrase "comprising one..." does not exclude the presence of other identical elements in the process, method, article, or apparatus that includes that element.

[0123] The above are merely embodiments of this application and are not intended to limit the scope of this application. Various modifications and variations can be made to this application by those skilled in the art. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of this application should be included within the scope of the claims of this application.

Claims

1. A method for monitoring the stress of temporary consolidation, characterized in that, include: Obtain the pile top stress data, hanging basket front inclination angle data, and pier reference strain data of the steel pipe piles on both sides of the temporary consolidation structure; The eccentric load orientation between the two steel pipe piles is determined based on the pile top stress data. The orientation state of the hanging basket is determined based on the tilt angle data of the front end of the hanging basket. The directional consistency check and the duration overlap check are performed on the off-center load pointing state and the hanging basket attitude pointing state to obtain the off-center load response check result. The synchronous disturbance state of the pier boundary is determined based on the pier reference strain data. Based on the off-center load response verification results and the synchronous disturbance state of the pier boundary, the temporary consolidation stress alarm type is determined; Output alarm information corresponding to the temporary consolidation stress alarm type.

2. The temporary consolidation stress monitoring method according to claim 1, characterized in that, The acquisition of pile top stress data, hanging basket front inclination angle data, and pier reference strain data for the steel pipe piles on both sides of the temporary consolidation structure includes: Obtain the pile top stress data generated by strain gauges installed on the pile tops of the steel pipe piles on both sides of the temporary consolidation structure; Acquire the tilt angle data of the front end of the hanging basket generated by the tilt gauge set at the front end of the hanging basket; Acquire reference strain data of the pier body generated by strain gauges set at reference measuring points on the pier body; Based on a unified timestamp, the pile top stress data, the hanging basket front inclination angle data, and the pier reference strain data are synchronously correlated to obtain a synchronous monitoring data group corresponding to the same monitoring period.

3. The temporary consolidation stress monitoring method according to claim 2, characterized in that, Determining the eccentric load orientation between the two steel pipe piles based on the pile top stress data includes: Extract the pile top stress data of the steel pipe piles on both sides within the same monitoring period from the synchronous monitoring data set; The representative stress on the corresponding side is determined based on the pile top stress data of the steel pipe piles on the same side. The off-center load side is determined based on the stress difference between the representative stresses on both sides. When the absolute value of the stress difference continuously exceeds the preset off-center load difference threshold, and the off-center load side corresponding to the stress difference remains consistent within a preset number of consecutive monitoring periods, the off-center load continuous state is determined to be established. The off-center load orientation state includes the off-center load side and the off-center load duration state.

4. The temporary consolidation stress monitoring method according to claim 2, characterized in that, Determining the hanging basket's orientation based on the hanging basket's front tilt angle data includes: Extract the hanging basket front tilt angle data within the same monitoring period from the synchronous monitoring data set; The tilt side and tilt angle amplitude of the front end of the hanging basket are determined based on the tilt angle data of the front end of the hanging basket; When the tilt angle amplitude exceeds the preset tilt angle threshold for a consecutive preset number of monitoring periods, and the tilt side remains consistent for a consecutive preset number of monitoring periods, the tilting state is determined to be continuous. The hanging basket posture pointing state includes the tilted side and the tilted continuous state.

5. The method for monitoring temporary consolidation stress according to claim 1, characterized in that, The process of performing directional consistency verification and duration overlap verification on the off-center load pointing state and the hanging basket attitude pointing state to obtain the off-center load response verification result includes: Determine the off-center load side and the duration of the off-center load in the off-center load pointing state, and determine the tilt side and the duration of the tilt in the hanging basket attitude pointing state; By comparing the off-center load side with the tilt side, the directional consistency verification result is obtained; Determine the overlap duration between the off-center load duration and the tilt duration, and obtain the duration overlap verification result based on the comparison result between the overlap duration and the preset overlap duration; When both the direction consistency check result and the duration overlap check result are passed, the off-center load response check result is determined to be consistent. When at least one of the direction consistency verification result and the duration overlap verification result fails, the off-center load response verification result is determined to be inconsistent.

6. The temporary consolidation stress monitoring method according to claim 2, characterized in that, The step of determining the synchronous disturbance state of the pier boundary based on the pier reference strain data includes: Extract reference strain data of the pier body within the same monitoring period from the synchronous monitoring data set; Determine the reference strain parameters of the pier body corresponding to the current construction segment; Based on the reference strain data of the pier body and the reference strain parameters of the pier body, the strain deviation of the pier body is calculated; When the strain deviation of the pier exceeds the preset disturbance threshold for a continuous preset number of monitoring periods, it is determined that the pier boundary disturbance is established. The synchronous disturbance status of the pier boundary includes the disturbance determination result and the corresponding disturbance duration.

7. The method for monitoring temporary consolidation stress according to claim 1, characterized in that, The determination of the temporary consolidation stress alarm type based on the off-center load response verification result and the synchronous disturbance state of the pier boundary includes: When the off-center load response verification result is consistent and the synchronous disturbance state of the pier boundary is not established, the temporary consolidation stress alarm type is determined to be a real off-center load alarm. When the off-center load response verification result is inconsistent and the pier boundary synchronous disturbance state is established, the temporary consolidation stress alarm type is determined to be a boundary disturbance alarm. When the off-center load response verification result is consistent and the synchronous disturbance state of the pier boundary is established, the temporary consolidation stress alarm type is determined to be a composite risk alarm. When the off-center load response verification result is inconsistent and the synchronous disturbance state of the pier boundary is not established, output data verification prompt or maintain the current monitoring state.

8. The method for monitoring temporary consolidation stress according to claim 7, characterized in that, The output alarm information corresponding to the temporary consolidation stress alarm type includes: When the temporary consolidation stress alarm type is a real off-center load alarm, the off-center load side steel pipe pile and the front end of the hanging basket are identified as the review objects; When the temporary consolidation stress alarm type is boundary disturbance alarm, the pier reference measuring point and the temporary consolidation boundary connection part are determined as the verification object; When the temporary consolidation stress alarm type is a composite risk alarm, the steel pipe pile on the eccentric side, the front end of the hanging basket, and the reference measuring point of the pier body are determined as the joint verification objects; The output includes alarm information about the source of the anomaly and the object being reviewed.

9. The method for monitoring temporary consolidation stress according to claim 7, characterized in that, After determining the type of temporary consolidation stress alarm, the following is also included: When the temporary consolidation stress alarm type is a real off-center load alarm, increase the acquisition frequency of the pile top stress data and the front inclination angle data of the steel pipe pile on the off-center load side; When the temporary consolidation stress alarm type is a boundary disturbance alarm, increase the frequency of acquiring the pier reference strain data; When the temporary consolidation stress alarm type is a composite risk alarm, the acquisition frequency of the pile top stress data corresponding to the eccentrically loaded steel pipe pile, the inclination angle data of the front end of the hanging basket, and the reference strain data of the pier body is increased.

10. A temporary consolidation stress monitoring system, characterized in that, The system includes a control module, which includes a memory, a processor, and a computer program stored in the memory and executable on the processor. The processor executes the computer program to implement the temporary consolidation stress monitoring method according to any one of claims 1-9.

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