Risk early warning method for pipe blockage in underwater concrete pouring process of rock-socketed pile

Abstract

The application discloses a rock-socketed pile underwater concrete pouring process pipe blockage risk early warning method, and belongs to the technical field of underwater concrete pouring construction monitoring of pile foundation engineering. In the existing rock-socketed pile underwater concrete pouring construction, the pipe blockage hidden danger cannot be accurately identified in real time, the pipe blockage problem is often found after the fact, and the problems such as interruption of pouring construction, pile body forming quality defects, reduction of construction efficiency and increase of cost are easily caused. At least four resistance strain gauges are arranged on the outer wall of the pouring guide pipe at equal intervals in the application, the guide pipe hoop strain values are periodically collected and are subjected to sliding average filtering processing, the absolute values of strain difference values of adjacent measuring points are calculated, the blockage count value is updated in real time through dynamic rules, when the count value reaches a preset early warning threshold value, the pipe blockage risk early warning is triggered and the abnormal section is located. The application can realize dynamic prediction of the rock-socketed pile pouring pipe blockage risk, and is mainly used for safety risk monitoring and early warning work of the rock-socketed pile underwater concrete pouring construction.

Description

Technical Field

[0001] This invention relates to the field of underwater concrete pouring construction monitoring technology for pile foundation engineering. More specifically, this invention relates to a method for early warning of pipe blockage risk during the underwater concrete pouring process of rock-socketed piles. Background Technology

[0002] Underwater concrete pouring for rock-socketed piles is a concealed pile foundation construction process. The pouring guide pipe is constantly submerged, making it highly susceptible to localized blockages due to factors such as concrete aggregate accumulation, grout siltation, and uneven flow velocity. Current industry monitoring methods for pipe blockage generally rely solely on manual observation of macroscopic parameters such as pouring flow rate and pipe pressure to determine the working condition, lacking sophisticated monitoring technology for the axial segmental deformation of the guide pipe itself. Blockage is a progressive problem; in its early stages, it only causes subtle circumferential strain differences in local sections of the guide pipe, without causing significant changes in overall pouring parameters. Conventional macroscopic monitoring methods cannot identify these early, weak anomalies. Furthermore, existing monitoring systems lack standardized time-series data acquisition, data noise reduction, and quantitative comparison techniques for deformation differences between adjacent sections, making continuous and refined data analysis of deformation differences in different sections of the guide pipe impossible.

[0003] Current technologies lack a dynamic cumulative judgment and graded early warning mechanism based on deformation differences, making it impossible to predict the gradual development of pipe blockage risks in advance, nor to accurately locate the specific section where the duct is abnormal. This results in current technologies only being able to passively detect faults after the pipe blockage problem has fully erupted and the grouting operation is obviously abnormal, failing to provide early warning. This inherent technical deficiency prevents construction personnel from intervening in minor pipe blockage risks in advance. The continued development of these risks can easily lead to quality defects such as grouting interruption, pile inclusion, and pile breakage. Furthermore, the lack of precise section location data after a fault occurs significantly increases the difficulty of fault investigation and rectification, directly causing the industry pain points of low risk controllability and poor construction quality stability in underwater concrete grouting construction of rock-socketed piles, which is also a technical problem that urgently needs to be solved in this field. Summary of the Invention

[0004] Another objective of this invention is to provide a method for early warning of pipe blockage risk during underwater concrete pouring of rock-socketed piles. Current underwater concrete pouring operations for rock-socketed piles lack distributed circumferential strain monitoring methods for the pouring guide pipe, making it impossible to continuously collect and process guide pipe deformation data. Furthermore, there is no judgment logic based on dynamically updated strain differences and blockage counts between adjacent sections, making it difficult to identify progressively developing pipe blockage risks in advance, and also unable to locate abnormal sections. The blockage can only be passively detected after it has fully occurred, resulting in significant deficiencies in early warning timeliness and fault location capabilities.

[0005] In underwater injection environments, the hydrostatic pressure at different depths causes a fixed offset in the circumferential strain measured by strain gauges. This offset is an environmental interference signal. Without pressure compensation, this offset directly affects the calculation results of the strain difference between adjacent measuring points, leading to distortion in the determination of pipe blockage status. Monitoring data at different depths lack lateral comparability, which can easily cause misjudgments or omissions in pipe blockage detection.

[0006] During underwater construction, the fluid density inside and outside the conduit changes as construction progresses. If the pressure compensation is always based on the theoretical density difference before grouting, it cannot adapt to the dynamic working conditions on site. The fixed parameter compensation mode will continuously reduce the accuracy of hydrostatic pressure gradient compensation, further affecting the authenticity of strain data, and ultimately leading to deviations in the monitoring and judgment results of pipe blockage.

[0007] When monitoring is carried out solely based on the actual deployed strain gauges, there are no effective monitoring points at the top and bottom of the conduit, making it impossible to calculate the strain difference between the two ends of the conduit. This creates a monitoring blind spot at the end of the conduit, making it impossible to identify potential blockages such as concrete accumulation or aggregate jamming at the end. The monitoring range cannot cover the entire length of the conduit, resulting in a safety management loophole.

[0008] Construction sites are prone to transient electromagnetic interference, vibration, and other external disturbances, and the segment determination results obtained from a single sampling are subject to chance. Directly adjusting the blockage count value based on a single data point will cause frequent abnormal fluctuations in the count value, thereby triggering false warnings. Existing methods lack confidence assessment of the determination results, making it difficult to guarantee the reliability of the warning results.

[0009] To achieve these objectives and other advantages according to the present invention, a method for early warning of pipe blockage risk during underwater concrete pouring of rock-socketed piles is provided, comprising the following steps: At least four resistance strain gauges are installed at equal intervals along the axial direction on the outer wall of the concrete pouring duct. The spacing between adjacent resistance strain gauges is 0.3 meters to 1.0 meters. Each resistance strain gauge is attached circumferentially along the duct to measure the circumferential strain value of the outer wall of the duct. The circumferential strain values ​​output by each resistive strain gauge are continuously acquired at a fixed sampling period, with the sampling period ranging from 0.5 seconds to 2 seconds. The circumferential strain values ​​acquired by each resistive strain gauge are processed by moving average filtering to obtain the filtered circumferential strain value. The absolute value of the difference between the filtered circumferential strain values ​​of two adjacent resistive strain gauges at the same sampling time is calculated to obtain at least three absolute difference values. Initialize a congestion count of 0 and record the previous valid congestion segment as null; in each current sampling period, perform the following dynamic determination steps: S1. Calculate the maximum absolute value of all differences in the current sampling period and record the location segment corresponding to the maximum value; S2. If the maximum value of the current sampling period is greater than the strain difference threshold, then perform the following operations: If the previous effective blockage segment is empty, or the position segment corresponding to the maximum value of the current sampling period is the same as or adjacent to the previous effective blockage segment, then increment the blockage count value by one; otherwise, update the blockage count value to half of the floor value, and if the updated blockage count value is less than 1, then keep the blockage count value at 0; then update the previous effective blockage segment to the position segment corresponding to the maximum value of the current sampling period. S3. If the maximum value of the current sampling period is not greater than the strain difference threshold, then perform the following operations: reduce the blockage count value by one, and reduce the blockage count value to zero at the lowest level, while keeping the previous effective blockage segment unchanged. When the cumulative blockage count reaches the preset warning threshold, a blockage risk warning signal is issued, and the location segment corresponding to the maximum value in the current sampling period is output. The warning threshold ranges from 5 to 15.

[0010] Preferably, before calculating the absolute value of the difference between the filtered circumferential strain values ​​of two adjacent resistive strain gauges, a deep hydrostatic pressure gradient compensation step is performed first. Based on the current grouting depth and the density difference between the mud and concrete inside and outside the conduit, calculate the theoretical circumferential strain offset at each resistance strain gauge installation position. Subtract the corresponding theoretical circumferential strain offset from the filtered circumferential strain value of the resistive strain gauge to obtain the depth-compensated circumferential strain value. The absolute value of the difference between two adjacent resistive strain gauges is calculated based on the circumferential strain value after deep compensation.

[0011] Preferably, a dynamic density correction mechanism is introduced in the deep hydrostatic pressure gradient compensation step: At least two external pressure sensors are installed at different depths on the outer wall of the conduit to measure the hydrostatic pressure at different depths outside the conduit in real time. Based on the pressure difference between any two external pressure sensors and their vertical distance, the real-time average density of the fluid outside the conduit is calculated online. At least two internal pressure sensors are installed axially on the inner wall of the conduit, located at different heights within the conduit cavity. The lowest internal pressure sensor is near the bottom of the conduit, and the highest internal pressure sensor is located above the expected highest point of the concrete surface. The real-time average density of the fluid within the vertical section of the conduit is calculated online using the pressure difference between any two internal pressure sensors and their vertical distance. When the concrete surface is between two internal pressure sensors, the density of the concrete section is calculated using the pressure difference between the two internal pressure sensors. When the concrete surface is below all internal pressure sensors, the density of the mud section is calculated. The real-time measured density outside the conduit and the real-time density of the corresponding section inside the conduit are substituted into the depth hydrostatic pressure gradient compensation calculation. If the deviation between the real-time calculated internal and external density difference and the theoretical density difference before irrigation exceeds a preset percentage threshold, a density anomaly warning will be triggered, and the current real-time density difference will be used for compensation.

[0012] Preferably, in a sequence of segments consisting of at least four resistance strain gauges, if the uppermost and lowermost resistance strain gauges cannot form a complete adjacent segment, the following steps are used to construct a virtual strain value: For the upper end of the conduit, the circumferential strain values ​​after depth compensation of the two uppermost resistance strain gauges are linearly extrapolated to calculate the strain value of the virtual measuring point at the top of the conduit. For the lower end of the conduit, the circumferential strain values ​​after depth compensation of the two lowest resistance strain gauges are linearly extrapolated to calculate the strain value of the virtual measuring point at the bottom of the conduit. Then, the absolute value of the difference between the virtual measuring point at the top of the conduit and the uppermost resistance strain gauge, and the absolute value of the difference between the virtual measuring point at the bottom of the conduit and the lowermost resistance strain gauge are calculated to determine whether there is blockage at both ends of the conduit.

[0013] Preferably, in the dynamic determination step S2, before performing the increase or decrease operation on the blockage count value, a confidence verification sub-step is added: record the position segment corresponding to the maximum absolute value of the difference in each of the most recent N consecutive sampling periods, where N ranges from 3 to 7; only when the number of times the position segment in the current sampling period appears in the above N sampling periods exceeds N / 2, is it allowed to increase or decrease the blockage count value according to step S2; otherwise, keep the blockage count value unchanged, and maintain the original value of the previous effective blockage segment without updating.

[0014] Preferably, a redundant verification strain gauge is also provided at each installation position of the resistance strain gauge, and the resistance strain gauge and the redundant verification strain gauge are pasted together at 180-degree intervals along the outer wall of the conduit. Before calculating the absolute value of the difference between the filtered circumferential strain values ​​of two adjacent resistance strain gauges, the following validity verification steps are performed for each installation location: Single-channel validity checks are performed on resistive strain gauges and redundant verification strain gauges respectively: if the strain value of a strain gauge exceeds the preset physical range, or the rate of change between the sampled value of the current sampling period and the sampled value of the previous sampling period exceeds the preset abrupt change threshold, the data of the strain gauge is determined to be invalid; otherwise, it is determined to be valid. Data is selected based on the validity verification results: If the resistance strain gauge is valid and the redundant verification strain gauge is invalid, the strain value of the resistance strain gauge is used as the circumferential strain value at the installation location; if the resistance strain gauge is invalid and the redundant verification strain gauge is valid, the strain value of the redundant verification strain gauge is used; if both the resistance strain gauge and the redundant verification strain gauge are valid, the absolute value of the difference between them is calculated: if the difference does not exceed the preset deviation threshold, the arithmetic mean of the resistance strain gauge and the redundant verification strain gauge is taken as the circumferential strain value at the installation location; if the difference exceeds the deviation threshold, a data inconsistency prompt is triggered, and the arithmetic mean of the two is still taken as the circumferential strain value at the installation location; if both the resistance strain gauge and the redundant verification strain gauge are invalid, the installation location is marked as a failure point. After data confirmation is completed at all installation locations, the absolute value of the difference between adjacent installation locations is calculated: skip all installation locations marked as failure points, retain only adjacent valid measurement point pairs without failure points, and then calculate the absolute value of the difference between each pair of adjacent valid measurement points. The obtained absolute value of the difference is used for the blockage count update and early warning judgment in steps S1 to S3. If a failure point is located between two valid measuring points, then neither of the two segments involved by the failure point will be included in the calculation. The two segments are: the segment formed by the failure point and the adjacent valid measuring point along the catheter axis pointing towards the top of the catheter, and the segment formed by the failure point and the adjacent valid measuring point along the catheter axis pointing towards the bottom of the catheter. When the number of failure points exceeds one-third of the total number of all resistance strain gauge installation locations, a partial failure alarm for the strain monitoring system is issued; if the number of remaining valid measuring points is less than two, steps S1 to S3 are stopped, and a pipe blockage warning alarm is issued. The mutation threshold, deviation threshold, and physical range are all pre-calibrated based on the strain gauge model and the grouting conditions.

[0015] Preferably, during the data selection process based on the validity verification results, when both the resistance strain gauge and the redundant verification strain gauge are valid and the absolute value of their difference exceeds a preset deviation threshold, after taking the arithmetic mean as the circumferential strain value at that installation location and triggering a data inconsistency warning, the following additional temporary isolation and correction steps are also performed: Mark the installation location as a low-confidence location in the current sampling period; Before calculating the absolute value of the difference between two adjacent installation positions, locate the two most reliable measurement points closest to the low-confidence position along the duct axis. The reliable measurement point located on the side of the low-confidence position pointing towards the top of the duct is called the top-side reliable measurement point, and the reliable measurement point located on the side of the low-confidence position pointing towards the bottom of the duct is called the bottom-side reliable measurement point. Reliable measurement points are those that have not been marked as failure points and have not been marked as low-confidence positions in this sampling period. If both the top and bottom credible measurement points exist, calculate the linear gradient corresponding to the axial distance between the top and bottom credible measurement points. Calculate the theoretical interpolated strain value at the low-confidence location based on this linear gradient. Then calculate the absolute value of the deviation between the theoretical interpolated strain value and the actual arithmetic mean at the low-confidence location. If the absolute value of the deviation exceeds the preset interpolation deviation threshold, the low-confidence location is determined to be an abnormal isolated point, and is temporarily regarded as a temporary failure point in the current sampling period. The temporary failure point does not participate in the calculation of the absolute value of the difference between any adjacent segments. If the absolute value of the deviation does not exceed the preset interpolation deviation threshold, the low-confidence location is retained, the circumferential strain value of the low-confidence location is still the arithmetic mean, and the low-confidence location participates normally in the subsequent calculation of the absolute value of the difference. If only the top side has a reliable measurement point or only the bottom side has a reliable measurement point, then no interpolation verification is performed, and the low confidence position is directly retained, and the low confidence position is used in the difference calculation. If neither the top-side reliable measurement point nor the bottom-side reliable measurement point exists, then the low-confidence location is regarded as a temporary failure point in the current sampling period. This temporary failure point does not participate in the calculation of the absolute value of the difference between any adjacent segments, and a temporary failure event is recorded at the same time. If the same installation location is identified as a temporary failure point three times in any three consecutive sampling periods, then the installation location will be continuously identified as a failure point and handled in the manner of a failure point. In the subsequent step S1, when calculating the maximum value of the absolute value of all differences, if the difference of some adjacent segments is missing due to temporary failure points in the current sampling period, the absolute value of the difference is calculated only for the adjacent measurement point pairs formed by the remaining reliable measurement points and the maximum value is taken; if all adjacent measurement point pairs are missing due to temporary failure points, the update of the blockage count value from step S1 to step S3 is suspended and an alarm for insufficient monitoring data is issued.

[0016] Preferably, a vibration sensor is installed at the top of the infusion catheter, which is used to measure the vertical vibration acceleration of the entire catheter in real time; When the vertical vibration acceleration detected by the vibration sensor exceeds the preset acceleration threshold, it is determined that the conduit has experienced a severe impact or a lifting collision. From the moment of impact until the vertical vibration acceleration is less than the acceleration threshold for three consecutive sampling cycles, the update operation of the blockage count value is frozen, and the absolute value of the difference between all sampling cycles during this period is marked as invalid. The absolute value of the difference marked as invalid is not included in the maximum value comparison and subsequent increment / decrement steps. At the same time, the maximum absolute value of the difference in the last valid sampling cycle before the impact and the location segment corresponding to the maximum absolute value of the difference are recorded. If the maximum difference is zero, the corresponding location segment is recorded as a null value. Once the vertical vibration acceleration recovers to below the acceleration threshold and this condition is met for three consecutive sampling periods, these three sampling periods are used as the recovery period, and the following recovery determination steps are performed using the data from the recovery period: A1. Calculation and Determination of Stable Segments: For each recovery period, if the absolute value of the maximum difference in that recovery period is zero, then the position segment of that recovery period is recorded as a null value; calculate the average of the absolute values ​​of the maximum differences in the three recovery periods; if a position segment appears at least twice in the three recovery periods, and the null value is considered an independent position segment type, then the position segment is recorded as a stable segment, and the segment consistency flag is set to true; otherwise, the segment consistency flag is set to false, and the stable segment is null. A2. Determine if the status has changed significantly: If any of the following conditions are met, it is determined that the blockage status before and after the impact has changed significantly, the blockage count value is reset to zero, and the previous effective blockage section is cleared: Condition 1: The maximum difference before the impact is zero, and the average of the absolute values ​​of the maximum differences over the three recovery cycles is greater than zero; Condition 2: The maximum difference before the impact is non-zero, and the relative deviation between the average of the absolute values ​​of the maximum differences in the three recovery cycles and the maximum difference before the impact is greater than 30%. The formula for calculating the relative deviation is: the relative deviation equals the average value minus the absolute difference of the maximum difference before the impact, divided by the maximum difference before the impact, and then multiplied by 100%. Condition 3: The segment before the impact is not empty, the segment consistency flag is true, and the stable segment is different from the segment before the impact. Condition 4: The segment before the impact is not empty, and the segment consistency flag is false; Condition 5: The pre-impact segment is empty, and the average absolute value of the maximum difference of the three recovery cycles is greater than zero; A3. Restore to original state: If any of the above conditions are not met, it is determined that the blockage state before and after the impact has not changed significantly. The blockage count value is restored to the blockage count value before the impact, and the previous effective blockage segment is restored to the position segment recorded before the impact. If the position segment before the impact is empty, the restored previous effective blockage segment is still empty. A4. Resumption of Monitoring: After completing the above recovery determination steps, the absolute value of the difference in subsequent sampling periods will resume to participate in the calculation, and the blockage count value will continue to be updated according to steps S1 to S3.

[0017] The present invention has at least the following beneficial effects: This invention deploys multiple sets of resistance strain gauges along the axial direction of the conduit to achieve distributed and periodic acquisition and filtering of the conduit's circumferential strain. By calculating the strain difference between adjacent measuring points and combining it with dynamic judgment rules based on blockage count values, it can capture local deformation differences that occur in the early stages of blockage. This allows for timely early warning before blockage occurs and precise location of abnormal sections, changing the traditional post-incident fault detection model, improving the real-time performance of blockage risk monitoring, and providing clear location references for on-site fault handling.

[0018] This invention adds a depth hydrostatic pressure gradient compensation step before strain data calculation, which can offset the strain offset caused by hydrostatic pressure at different depths and eliminate data interference caused by environmental pressure. The compensated strain data can accurately reflect the deformation state of the conduit itself, making the data from different depth measuring points effectively comparable, significantly improving the calculation accuracy of strain differences between adjacent measuring points, and reducing the problems of misjudgment and missed judgment of pipe blockage caused by underwater pressure interference.

[0019] This invention uses internal and external pressure sensors to measure the fluid density inside and outside the pipe in real time, and employs dynamic density difference to complete pressure compensation. This adapts to real-time changes in fluid density during construction, continuously ensuring the accuracy of pressure compensation. When the real-time density difference deviates significantly from the theoretical value, a timely alert is issued, allowing construction personnel to promptly identify abnormal fluid conditions, further enhancing the quality of strain data and ensuring the stable operation of the entire pipe blockage detection logic under dynamic conditions.

[0020] This invention utilizes a linear extrapolation method to construct virtual strain measurement points at both ends of the conduit, completing the calculation of strain difference between the top and bottom sections of the conduit and eliminating the end blind spots of the original monitoring system. The monitoring range can completely cover the entire injection conduit, effectively identifying potential blockages at both ends of the conduit, ensuring no area is missed in the risk assessment of blockages, and improving the completeness and comprehensiveness of monitoring the entire underwater injection conduit.

[0021] This invention adds a confidence verification step, combining the statistical results of sections from multiple consecutive sampling periods to make a judgment, which can effectively filter out occasional abnormal signals caused by instantaneous interference at the construction site. The blockage count value is only adjusted after the judgment result meets the confidence requirements, avoiding irregular fluctuations in the count value, significantly reducing the probability of false alarms caused by external interference, and improving the stability of the overall early warning logic and the reliability of the output results.

[0022] This invention, combined with circumferentially redundant strain gauges and a complete set of data validity verification rules, can quickly identify strain gauge failures, data anomalies, and other issues, and rationally select valid data for calculation. For failed measurement points, the corresponding calculation section is automatically skipped, and alarms are issued in stages based on the number of failed measurement points. This ensures that data calculations for normal measurement points are not affected, and also provides timely feedback on monitoring component failures, improving system operational stability.

[0023] This invention performs interpolation verification on low-confidence measurement points with inconsistent data, accurately distinguishing between normal deviations and measurement point anomalies, and designating isolated anomaly points as temporary failure points to avoid data interference. Simultaneously, it establishes a rule for determining whether a temporary failure becomes a permanent failure, and issues alarms in response to insufficient data scenarios. This improves the overall control measures for anomaly measurement points, continuously purifies monitoring data, and ensures the orderly conduct of calculations and judgments.

[0024] This invention utilizes vibration sensors to identify special working conditions such as conduit impact and pipe lifting collisions. During vibration, the blockage count update is frozen to avoid distorted data interfering with the judgment logic. After vibration recovers, the blockage status is checked according to established rules, and the count value and section information are reasonably restored. This standardizes the monitoring connection process before and after vibration interference, effectively avoids counting errors and false alarms caused by vibration, and is suitable for complex on-site construction operation conditions.

[0025] Other advantages, objectives and features of the present invention will become apparent in part from the following description, and in part from those skilled in the art through study and practice of the invention. Detailed Implementation

[0026] The present invention will be further described in detail below with reference to embodiments, so that those skilled in the art can implement it based on the description.

[0027] This invention provides a method for early warning of pipe blockage risk during underwater concrete pouring of rock-socketed piles, comprising the following steps: At least four resistance strain gauges are installed at equal intervals along the axial direction on the outer wall of the concrete pouring duct. The spacing between adjacent resistance strain gauges is 0.3 meters to 1.0 meters. Each resistance strain gauge is attached circumferentially along the duct to measure the circumferential strain value of the outer wall of the duct. The circumferential strain values ​​output by each resistive strain gauge are continuously acquired at a fixed sampling period, with the sampling period ranging from 0.5 seconds to 2 seconds. The circumferential strain values ​​acquired by each resistive strain gauge are processed by moving average filtering to obtain the filtered circumferential strain value. The absolute value of the difference between the filtered circumferential strain values ​​of two adjacent resistive strain gauges at the same sampling time is calculated to obtain at least three absolute difference values. Initialize a congestion count of 0 and record the previous valid congestion segment as null; in each current sampling period, perform the following dynamic determination steps: S1. Calculate the maximum absolute value of all differences in the current sampling period and record the location segment corresponding to the maximum value; S2. If the maximum value of the current sampling period is greater than the strain difference threshold, then perform the following operations: If the previous effective blockage segment is empty, or the position segment corresponding to the maximum value of the current sampling period is the same as or adjacent to the previous effective blockage segment, then increment the blockage count value by one; otherwise, update the blockage count value to half of the floor value, and if the updated blockage count value is less than 1, then keep the blockage count value at 0; then update the previous effective blockage segment to the position segment corresponding to the maximum value of the current sampling period. S3. If the maximum value of the current sampling period is not greater than the strain difference threshold, then perform the following operations: reduce the blockage count value by one, and reduce the blockage count value to zero at the lowest level, while keeping the previous effective blockage segment unchanged. When the cumulative blockage count reaches the preset warning threshold, a blockage risk warning signal is issued, and the location segment corresponding to the maximum value in the current sampling period is output. The warning threshold ranges from 5 to 15.

[0028] In the above technical solution, general-purpose resistance strain gauges and underwater protective strain gauge bases can be selected. The number of strain gauges can be set to 4, 6, or 8, and the spacing between adjacent strain gauges can be selected as 0.3m, 0.6m, or 1.0m. Underwater water-resistant adhesive and insulating and waterproof covering materials can be used for fixing. All resistance strain gauges are installed on the outer wall of the injection conduit, arranged sequentially along the conduit axis. Each strain gauge is circumferentially attached to the conduit wall. The spacing is selected according to the conduit specifications, and the number is determined based on the total length of the conduit. Before construction, the strain gauges are pasted and fixed to ensure tight contact between the strain gauges and the conduit wall. After installation, a static deformation test is carried out by artificially applying a small deformation and reading the output signal of the strain gauge to verify the effectiveness of the strain gauge deformation sensing. The strain difference threshold and warning threshold are calibrated through on-site testing before construction. The specific calibration method for the strain difference threshold is as follows: Under normal grouting conditions (no risk of pipe blockage), continuously collect the absolute values ​​of strain difference at adjacent measuring points for at least 100 sampling cycles, calculate the maximum value and the average value, and take the larger of the two calculated results as the strain difference threshold: that is, calculate "1.5 times the maximum value" and "4 times the average value", and take the larger of the two. If there are no field test conditions, empirical values ​​can be used as a reference: for conventional C25~C40 concrete, the strain difference threshold can be taken as 50~200 micro-strain. The warning threshold can be selected as 5, 10, or 15. The above parameters are all determined in combination with the field medium and the specifications of the conduit.

[0029] A multi-channel data acquisition unit and an embedded data processing unit can be used. The data acquisition unit is installed inside the protective enclosure of the construction platform and connected to each strain gauge via a waterproof signal cable. The sampling period can be selected as 0.5s, 1s, or 2s. The data acquisition unit reads the raw circumferential strain data of each strain gauge channel by channel according to the set sampling period and uploads it in real time. The data acquisition method for moving average filtering is as follows: continuously extract the raw data of the current moment and several previous sampling points (the filter window length is generally 3 to 9), and calculate the arithmetic mean of these raw data as the filtered circumferential strain value. The filter window length is determined in combination with the intensity of electromagnetic and vibration interference at the site. The window length of the moving average filter should also be reasonably selected according to the sampling period to ensure data real-time performance. It is recommended that the window length not exceed 5 times the value of the sampling period. For example, when the sampling period is 0.5 seconds, the window length can be 5 to 9, and when the sampling period is 2 seconds, the window length should be 3 to 5. Before construction, the window length can be adjusted and determined within the above range according to the intensity of interference at the site. After filtering, the filtered data of two adjacent measuring points are extracted sequentially according to the axial arrangement of the conduit. The absolute value of the difference between the two filtered strain values ​​is calculated, and the difference data of all sections are summarized sequentially. Using the field injection conduit as the experimental object, multiple sets of normal operating condition data are continuously collected to verify the stability of the data acquisition and filtering process.

[0030] After the system is powered on, it automatically initializes the blockage count to 0 and clears the stored information of the previous valid blockage segment (initially empty). The warning threshold can be selected as 5, 10, or 15. A logic operation module and an on-site audible and visual warning device can be selected. The logic operation module is integrated inside the data acquisition equipment, and the audible and visual warning device is installed on the operating platform within the visible range of the construction personnel.

[0031] The specific implementation of the dynamic judgment logic is as follows: In each sampling cycle, the system first calculates the maximum value among the absolute values ​​of the differences between all adjacent measuring points in the current cycle, and records the location segment corresponding to this maximum value (i.e., the guide tube segment between two adjacent strain gauges). Then, the system compares this maximum value with a pre-calibrated strain difference threshold. If the absolute value of the maximum difference in the current cycle is greater than the strain difference threshold, the recording status of the previous effective blockage segment is further determined. In this invention, two segments are considered "adjacent" because they share a common strain gauge installation position along the axial direction of the conduit. For example, segment i (located between strain gauges i and i+1) is adjacent to segment i+1 (located between strain gauges i+1 and i+2), but not adjacent to segment i+2. If the previous effective blockage segment is empty, or the segment corresponding to the maximum value in the current cycle is the same as or adjacent to the previous effective blockage segment, the blockage count is incremented by one; otherwise, the blockage count is updated to half the original blockage count value (e.g., if the original was 5, it is updated to 2; if the original was 3, it is updated to 1; the blockage count is updated to the original count value divided by 2 and then rounded down). If the updated count is less than 1, the blockage count is kept at zero. After completing the above operations, the previous effective blockage segment is updated to the segment corresponding to the maximum value in the current cycle. The reduction ratio is set to half, rounded down. The design principle is that when discontinuous transitions occur in abnormal segments, it indicates that the current signal is highly likely to be transient interference or a false alarm. Therefore, the historically accumulated confidence level should be significantly reduced, while retaining a small amount of memory for rapid subsequent recovery. A reduction ratio of half achieves a good balance between suppressing interference and preserving historical information. Those skilled in the art can adjust this ratio appropriately according to the degree of interference on site; for example, adjusting it to one-third or two-thirds are equivalent substitutions of this invention.

[0032] If the absolute value of the maximum difference in the current cycle is not greater than the strain difference threshold, the blockage count will be reduced by one, but the blockage count will be reduced to zero (i.e., it will not become negative), while the previous effective blockage segment will remain unchanged and will not be updated.

[0033] The system checks the current blockage count at the end of each sampling period. When the accumulated blockage count reaches a preset warning threshold, the logic module outputs a command to drive the audible and visual warning device to issue a pipe blockage risk warning signal. Simultaneously, it outputs the location segment corresponding to the maximum absolute value of the difference in the current sampling period, allowing on-site personnel to pinpoint potential blockages. The system also analyzes the changing patterns of the count under different operating conditions to optimize the adaptability of the judgment logic.

[0034] It should be noted that "at least four resistance strain gauges" is the minimum configuration for achieving the pipe blockage early warning function, at which point the monitoring range is limited (covering approximately 0.9 to 3 meters). In actual engineering projects, to achieve effective coverage of the entire grouting conduit or easily blocked sections (such as the lower 10 to 15 meters of the conduit), the number of strain gauges should be increased appropriately according to the total length of the conduit. For example, for a 30-meter-long conduit, 30 strain gauges can be arranged at 0.5-meter intervals within a 15-meter range above the bottom of the conduit. The reason for choosing the lower 15 meters of the conduit as the key monitoring section is that during underwater concrete grouting, pipe blockage mostly occurs between the bottom of the conduit and the concrete surface. The upper part of the conduit (above the mud surface) only passes through mud, and concrete aggregate is less likely to accumulate in this section, resulting in a lower probability of pipe blockage. Those skilled in the art can adjust the monitoring range according to the actual geological conditions and concrete mix proportions.

[0035] This invention, employing this technical solution, enables the deployment of monitoring points along the entire length of the grouting conduit to continuously acquire circumferential strain data. Data filtering reduces the impact of fluctuations in the original signal, and the invention captures localized abnormal deformation of the conduit by relying on changes in strain differences between adjacent monitoring points. By using standardized counting and judgment rules to identify progressive pipe blockage risks, it can issue early warning signals before the blockage fully develops, while simultaneously pinpointing the conduit section where the anomaly is located. This provides location references for on-site construction personnel to address potential hazards, improving the continuity and practicality of pipe blockage risk monitoring during underwater concrete grouting.

[0036] In another technical solution, before calculating the absolute value of the difference between the filtered circumferential strain values ​​of two adjacent resistive strain gauges, a deep hydrostatic pressure gradient compensation step is performed first. Based on the current grouting depth and the density difference between the mud and concrete inside and outside the conduit, calculate the theoretical circumferential strain offset at each resistance strain gauge installation position. Subtract the corresponding theoretical circumferential strain offset from the filtered circumferential strain value of the resistive strain gauge to obtain the depth-compensated circumferential strain value. The absolute value of the difference between two adjacent resistive strain gauges is calculated based on the circumferential strain value after deep compensation.

[0037] In the above technical solution, a depth detection sensor and a density detection auxiliary component can be selected. The depth detection sensor is installed at different heights on the side wall of the injection conduit to collect the current injection depth data in real time. Before construction, based on the underwater hydrostatic pressure distribution law, a corresponding calculation model is established for the depth, fluid density difference, and theoretical circumferential strain offset. The calculation method for the theoretical circumferential strain offset is as follows: Based on the outer radius, wall thickness, elastic modulus of the conduit, and the pressure difference between the inside and outside of the conduit at the measuring point, the circumferential strain offset is solved using the circumferential stress formula for thin-walled cylinders in mechanics of materials. The pressure difference between the inside and outside is equal to the fluid density difference between the inside and outside of the conduit multiplied by the gravitational acceleration and then multiplied by the current injection depth. The theoretical density difference (such as the difference between mud density and concrete density) is substituted into the calculation. Simultaneously, the depth detection sensor is calibrated across its entire range to ensure accurate depth data acquisition. The system retrieves two types of parameters in real time: injection depth and fluid density difference between the inside and outside of the conduit. These parameters are substituted into the above calculation model, and the theoretical circumferential strain offset at each measuring point is solved. All calculation parameters are taken from real-time data collected on-site.

[0038] The system retrieves the filtered circumferential strain data from the first technical solution. For each measurement point, it subtracts the filtered strain value from the corresponding theoretical strain offset. The result is the depth-compensated circumferential strain value. The calculation process is performed group by group according to the measurement point arrangement. Comparative tests can be conducted at measurement points at different depths in the upper, middle, and lower parts of the guide tube to compare the data differences before and after compensation and verify the consistency of the data correction.

[0039] The system retrieves strain values ​​after depth compensation and calculates the absolute value of the difference between strain values ​​at adjacent measuring points according to the original sorting rules. The calculation results are directly incorporated into the subsequent risk assessment process. The operation status of the compensation process is repeatedly tested under different grouting depths, and the calculation results after data correction at different depths are recorded to verify the compatibility of the compensation steps with the overall monitoring process, ensuring that the compensation operation does not interfere with the subsequent counting and early warning logic.

[0040] The current infusion depth can be obtained through any of the following methods: 1) Install a depth sensor or a wire-type displacement sensor at the top of the catheter to measure the catheter's lowering depth in real time; 2) Manually input the depth based on the catheter segment length and the number of segments already lowered; 3) Calculate the water depth using a pressure sensor installed on the outer wall of the catheter. Of the three methods, method 1 (depth sensor or wire-type displacement sensor) is recommended as it offers the highest accuracy and can be continuously and automatically collected. Method 2 (manual input) is only a backup method and should be updated promptly each time a catheter segment is changed. Method 3 (pressure sensor calculation) can be used as an independent verification method. If the data deviation between method 1 and method 3 exceeds 5%, the working condition of the depth sensor and pressure sensor should be checked. If a depth sensor is unavailable, method 2 or method 3 can be used alone, but the method used should be clearly defined and recorded before construction.

[0041] This invention employs a depth hydrostatic pressure gradient compensation process to counteract strain offset interference caused by hydrostatic pressure at different water depths, thus reasonably correcting the original strain data. The compensated strain data accurately reflects the deformation state of the guide tube, allowing for lateral comparison of data from different depths. This reduces data deviations caused by underwater pressure, improves the accuracy of strain difference calculations between adjacent measuring points, and lowers the risk of misjudging pipe blockage due to pressure interference.

[0042] In another technical solution, a dynamic density correction mechanism is introduced in the deep hydrostatic pressure gradient compensation step: At least two external pressure sensors are installed at different depths on the outer wall of the conduit to measure the hydrostatic pressure at different depths outside the conduit in real time. Based on the pressure difference between any two external pressure sensors and their vertical distance, the real-time average density of the fluid outside the conduit is calculated online. At least two internal pressure sensors are installed axially on the inner wall of the conduit, located at different heights within the conduit cavity. The lowest internal pressure sensor is near the bottom of the conduit, and the highest internal pressure sensor is located above the expected highest point of the concrete surface. The real-time average density of the fluid within the vertical section of the conduit is calculated online using the pressure difference between any two internal pressure sensors and their vertical distance. When the concrete surface is between two internal pressure sensors, the density of the concrete section is calculated using the pressure difference between the two internal pressure sensors. When the concrete surface is below all internal pressure sensors, the density of the mud section is calculated. The real-time measured density outside the conduit and the real-time density of the corresponding section inside the conduit are substituted into the depth hydrostatic pressure gradient compensation calculation. If the deviation between the real-time calculated internal and external density difference and the theoretical density difference before irrigation exceeds a preset percentage threshold, a density anomaly warning will be triggered, and the current real-time density difference will be used for compensation.

[0043] In the above technical solution, two or three external pressure sensors and two or three internal pressure sensors can be installed. Industrial waterproof pressure sensors and pressure signal transmission modules can be selected. The external pressure sensors are fixed sequentially at different axial heights on the outer wall of the conduit, while the internal pressure sensors are installed on the inner wall of the conduit. The lowest internal pressure sensor is close to the inner side of the bottom of the conduit, and the highest internal pressure sensor is positioned above the highest liquid level of the pre-set concrete. Waterproof fixing clips can be used to install the sensors. After deployment, all pressure sensors are zero-point calibrated. The density deviation threshold can be selected as 10%, 20%, or 30%, and this threshold is calibrated before construction based on the normal fluctuation range of the fluid. This threshold is only used to trigger density anomaly alerts and does not affect the compensation calculation itself—regardless of whether the deviation exceeds the threshold, the compensation uses the current real-time density difference. The smaller the threshold setting, the higher the sensitivity to density fluctuations, but too small a threshold may cause frequent alerts due to normal fluctuations, interfering with construction. Usually, 20% is taken as the balance value.

[0044] The method for determining the location of the concrete surface is as follows: The pressure values ​​output by each internal pressure sensor along the inner wall of the guide pipe increase linearly with depth. When the concrete surface passes a sensor, the pressure gradient at that sensor changes. The location of the concrete surface can be identified by comparing the pressure difference between two adjacent internal pressure sensors with the theoretical hydrostatic pressure difference. Specifically, when the deviation between the measured pressure difference between two adjacent sensors and the theoretical pressure difference calculated based on the mud density exceeds a preset threshold (e.g., 20%), the concrete surface is determined to be located between these two sensors. When the concrete surface is located between two internal pressure sensors, the density of the concrete segment is calculated using the pressure difference between these two internal pressure sensors; when the concrete surface is below all internal pressure sensors, the density of the mud segment is calculated.

[0045] The system collects pressure values ​​from any two external pressure sensors and the vertical distance between them in real time. The pressure difference is divided by the vertical distance and then by the acceleration due to gravity to calculate the real-time average density of the fluid outside the duct. Inside the duct, the system first identifies the location of the concrete surface. When the concrete level is between two internal pressure sensors, the system selects the data from that set of sensors and calculates the density of the concrete section by dividing the pressure difference by the vertical distance and then by the acceleration due to gravity. When the concrete level is below all internal pressure sensors, the system selects the corresponding sensor data to calculate the density of the mud section. Different stages of the pouring process are selected as experimental subjects, and pressure data is continuously collected and density is calculated to verify the effectiveness of the density differentiation calculation logic.

[0046] The system substitutes the real-time calculated fluid density inside and outside the conduit into the hydrostatic pressure gradient compensation calculation process of the second technical solution, replacing the initially set theoretical density parameter. That is, the density difference in the compensation calculation is replaced with the real-time internal and external density difference. The system synchronously retrieves the preset theoretical density difference before injection and the current real-time density difference, calculates the percentage deviation between the two (absolute deviation divided by the theoretical density difference and then multiplied by 100%), and compares it with a preset deviation threshold. If the deviation exceeds the threshold, a density anomaly warning function is triggered. The entire compensation process still uses the current real-time density difference for calculation. The changes in density data under multiple construction conditions are statistically analyzed to verify the operational stability of the dynamic density correction mechanism under different media environments.

[0047] This invention, employing internal and external pressure sensors, collects pressure data in real time and calculates the real-time density of the fluid inside and outside the conduit online. It adapts to dynamic changes in fluid density as construction progresses, ensuring that the density parameters used for hydrostatic pressure gradient compensation closely match actual on-site conditions. Setting density deviation judgment rules allows for the timely detection of abnormal fluid density. Real-time density difference is used throughout the process for data compensation, continuously ensuring the accuracy of pressure gradient compensation and avoiding a decrease in compensation effectiveness due to fixed theoretical density parameters, thus further improving the reliability of overall monitoring data.

[0048] In another technical solution, in a sequence of segments consisting of at least four resistance strain gauges, if the uppermost and lowermost resistance strain gauges cannot form a complete adjacent segment, the following steps are used to construct a virtual strain value: For the upper end of the conduit, the circumferential strain values ​​after depth compensation of the two uppermost resistance strain gauges are linearly extrapolated to calculate the strain value of the virtual measuring point at the top of the conduit. For the lower end of the conduit, the circumferential strain values ​​after depth compensation of the two lowest resistance strain gauges are linearly extrapolated to calculate the strain value of the virtual measuring point at the bottom of the conduit. Then, the absolute value of the difference between the virtual measuring point at the top of the conduit and the uppermost resistance strain gauge, and the absolute value of the difference between the virtual measuring point at the bottom of the conduit and the lowermost resistance strain gauge are calculated to determine whether there is blockage at both ends of the conduit.

[0049] In the above technical solution, the system retrieves the strain data after depth compensation output by the second technical solution, and filters out the strain values ​​of the two strain gauges at the top of the guide tube and the axial distance between the two points (the center distance between the top strain gauge and the second-top strain gauge). The strain value at the virtual measuring point at the top of the conduit is calculated using a linear extrapolation method. Specifically, the strain difference between the uppermost and second-highest strain gauges is calculated first. This difference is divided by the axial distance between the two measuring points to obtain the strain rate per unit length. This difference is then multiplied by the vertical distance between the virtual measuring point at the top and the uppermost strain gauge (this distance is the actual axial distance from the top of the conduit to the center of the uppermost strain gauge; if this distance is unknown or cannot be accurately measured, half the distance between adjacent strain gauges is used. When half the distance between adjacent strain gauges is used as the extrapolation distance, if this value deviates from the actual distance from the top of the conduit to the uppermost strain gauge, the absolute value of the difference in the end section may produce a certain error. The magnitude of this error is proportional to the strain rate along the axial direction; usually, the strain rate is smaller at the end of the conduit, and the error is within an acceptable range). Finally, the calculated strain increment is added to the strain value of the uppermost strain gauge to obtain the strain value at the virtual measuring point at the top. Before construction, the boundary parameters for the extrapolation calculation are determined based on the structural dimensions of the conduit top, and the range of extrapolation values ​​is clarified. After completing depth compensation for all measurement points, the system automatically performs top extrapolation calculations and repeats the calculations multiple times to verify the consistency of the extrapolation results.

[0050] The system selects the depth-compensated strain values ​​and axial spacing (center-to-center distance between the bottom two strain gauges) of the conduit, and calculates the strain value of the virtual measuring point at the bottom of the conduit according to the same linear extrapolation rule as at the top. Within each sampling cycle, the virtual measuring point data at the top and bottom are calculated synchronously, with the two sets of calculations being independent of each other. Using different deformation states at the bottom of the conduit as experimental conditions, the generation effect of the virtual measuring point data at the bottom is tested to confirm that the data can reflect the deformation trend of the bottom conduit wall.

[0051] The system establishes monitoring sections by combining the top virtual measuring point with the uppermost physical strain gauge, and the bottom virtual measuring point with the lowermost physical strain gauge. It calculates the absolute value of the difference between the two strain values ​​in each group. The calculation results, along with data from the middle section of the guide tube, are then sent to the judgment process. The system tests the changes in the section difference under different end deformation states to verify the effectiveness of the end discrimination function. When the uppermost physical strain gauge is marked as a failure point, the system searches for the first valid measuring point not marked as a failure point downwards from the top of the guide tube. This valid measuring point and the virtual measuring point at the top of the guide tube can still constitute an end section, provided there are no other failure points between them. The difference between the strain value of this valid measuring point and the strain value of the virtual measuring point is directly used in the calculation to determine whether a blockage has occurred at the top of the guide tube. Similarly, when the lowermost physical strain gauge is marked as a failure point, the system searches for the first valid measuring point upwards from the bottom of the guide tube. This valid measuring point and the virtual measuring point at the bottom of the guide tube constitute an end section and participate in the calculation of the absolute value of the difference.

[0052] This invention uses a linear extrapolation method to generate virtual strain data at the top and bottom of the catheter, filling in the gaps in the catheter end monitoring section that cannot be covered by physical strain gauges and eliminating the blind spots in the original monitoring system. The difference calculation of the new end section enables effective identification of potential blockage risks at both ends of the catheter, ensuring complete monitoring coverage of the entire perfusion catheter. This avoids missing blockage risks due to the lack of monitoring points at the ends, improving the completeness of blockage risk monitoring throughout the catheter.

[0053] In another technical solution, before performing the increase or decrease operation on the blockage count value in the dynamic determination step S2, a confidence verification sub-step is added: record the position segment corresponding to the maximum absolute value of the difference in each of the most recent N consecutive sampling periods, where N ranges from 3 to 7; only when the number of times the position segment in the current sampling period appears in the above N sampling periods exceeds N / 2, is it allowed to increase or decrease the blockage count value according to step S2; otherwise, the blockage count value remains unchanged, and the original value of the previous effective blockage segment is not updated.

[0054] In the above technical solution, the number of consecutive sampling periods N can be selected as 3, 5, or 7. The system sets up an independent data cache area to specifically store the abnormal segment information corresponding to the most recent N consecutive sampling periods (i.e., the location segment number or null value corresponding to the maximum absolute value of the difference in each sampling period). The specific value of N is determined based on the intensity of on-site construction interference. The cache area follows a first-in, first-out rule. For each new set of period data, the oldest historical data is automatically removed to ensure that the sample is always the latest consecutive period data.

[0055] Before updating the congestion count in the first technical solution (i.e., before deciding to increase, decrease, or proportionally reduce the count), the system extracts all segment data from the cache area and counts the number of times the corresponding segment in the current period appears in the sample. This count is compared with half of N (if N is odd, the integer part of N / 2 is used, for example, the threshold is 2 when N=5; if N is even, N / 2 is used, for example, the threshold is 3 when N=6). Simulation tests are conducted under on-site conditions with transient interference to observe the operation of the frequency statistics and judgment process, confirming that no data is missed during the statistical process.

[0056] When the number of occurrences of a blockage exceeds the aforementioned threshold, the system updates the blockage count and the previous valid blockage segment according to the rules of the first technical solution; if the number of occurrences does not meet the threshold, the original count and segment information are retained. The monitoring system is run continuously for an extended period, and the changes in warning signals before and after the verification step are statistically analyzed to verify the filtering effect of this sub-step on interference signals.

[0057] By employing this technical solution, the present invention adds a confidence verification step, relying on frequency statistics based on data from multiple consecutive sampling periods to filter out occasional abnormal signals caused by instantaneous interference at the construction site. The blockage count value is adjusted only when the section information has a sufficient frequency of occurrence, avoiding disorderly fluctuations in the count value due to a single abnormal data point, reducing false alarms caused by external interference, and improving the stability of the overall blockage risk assessment logic and the reliability of the output results.

[0058] For step S3 (where the maximum difference in the current cycle is no greater than the threshold), the operation simply reduces the congestion count by one, which is a normal response to an abnormal state and does not require relying on historical information of the segment for confidence assessment. Therefore, confidence verification is only performed on step S2 to ensure system response efficiency.

[0059] In another technical solution, a redundant verification strain gauge is also provided at each installation position of the resistive strain gauge. The resistive strain gauge and the redundant verification strain gauge are pasted together 180 degrees apart along the outer wall of the conduit. Before calculating the absolute value of the difference between the filtered circumferential strain values ​​of two adjacent resistance strain gauges, the following validity verification steps are performed for each installation location: Single-channel validity checks are performed on resistive strain gauges and redundant verification strain gauges respectively: if the strain value of a strain gauge exceeds the preset physical range, or the rate of change between the sampled value of the current sampling period and the sampled value of the previous sampling period exceeds the preset abrupt change threshold, the data of the strain gauge is determined to be invalid; otherwise, it is determined to be valid. Data is selected based on the validity verification results: If the resistance strain gauge is valid and the redundant verification strain gauge is invalid, the strain value of the resistance strain gauge is used as the circumferential strain value at the installation location; if the resistance strain gauge is invalid and the redundant verification strain gauge is valid, the strain value of the redundant verification strain gauge is used; if both the resistance strain gauge and the redundant verification strain gauge are valid, the absolute value of the difference between them is calculated: if the difference does not exceed the preset deviation threshold, the arithmetic mean of the resistance strain gauge and the redundant verification strain gauge is taken as the circumferential strain value at the installation location; if the difference exceeds the deviation threshold, a data inconsistency prompt is triggered, and the arithmetic mean of the two is still taken as the circumferential strain value at the installation location; if both the resistance strain gauge and the redundant verification strain gauge are invalid, the installation location is marked as a failure point. After data confirmation is completed at all installation locations, the absolute value of the difference between adjacent installation locations is calculated: skip all installation locations marked as failure points, retain only adjacent valid measurement point pairs without failure points, and then calculate the absolute value of the difference between each pair of adjacent valid measurement points. The obtained absolute value of the difference is used for the blockage count update and early warning judgment in steps S1 to S3. If a failure point is located between two valid measuring points, then neither of the two segments involved by the failure point will be included in the calculation. The two segments are: the segment formed by the failure point and the adjacent valid measuring point along the catheter axis pointing towards the top of the catheter, and the segment formed by the failure point and the adjacent valid measuring point along the catheter axis pointing towards the bottom of the catheter. When the number of failure points exceeds one-third of the total number of all resistance strain gauge installation locations, a partial failure alarm for the strain monitoring system is issued; if the number of remaining valid measuring points is less than two, steps S1 to S3 are stopped, and a pipe blockage warning alarm is issued. The mutation threshold, deviation threshold, and physical range are all pre-calibrated based on the strain gauge model and the grouting conditions.

[0060] In the above technical solution, each monitoring point can be equipped with a resistance strain gauge of the same specification as a redundant verification element. Two strain gauges are attached and arranged at a 180-degree interval upwards from the guide ring. The physical range, mutation threshold, and deviation threshold are all calibrated in conjunction with the strain gauge's factory parameters and underwater injection conditions. The following are calibration values ​​used in a certain test, for example only. In actual applications, they should be calibrated separately according to the strain gauge model and injection conditions: the physical range is -3000 microstrains to +3000 microstrains; the mutation threshold is 500 microstrains per second, that is, the change rate of adjacent sampling periods exceeding this value is judged as a mutation; the deviation threshold is 150 microstrains, that is, when the absolute value of the difference between two strain gauges exceeds 150 microstrains, they are considered inconsistent. The calibration work is completed before the formal commencement of construction. After the deployment is completed, a static power-on test is carried out to check whether the signal output of the main strain gauge and the redundant strain gauge is normal.

[0061] The system extracts filtered data from the master strain gauge and redundant strain gauges point by point (the filtering method is the same as the first technical solution). The rate of change of the sampled value is calculated by dividing the difference between two adjacent sampling periods by the sampling duration. This rate of change is compared with the abrupt change threshold, and it is also determined whether the data exceeds the physical range, thus completing the single-channel validity determination. Different combination scenarios are divided according to the effective state of the two strain gauges, and the corresponding data is selected as the circumferential strain value at that location according to the following rules: The master strain gauge is valid and the redundant strain gauges are invalid: the value of the master strain gauge is used; The master strain gauge is invalid and the redundant strain gauge is valid: use the value of the redundant strain gauge; If both are valid and the absolute value of the difference does not exceed the deviation threshold, take the arithmetic mean of the two. If both are valid and the absolute value of the difference exceeds the deviation threshold: take the arithmetic mean of the two and trigger a data inconsistency warning; Both are invalid: mark this location as the failure point.

[0062] The system marks locations where both measuring points are deemed invalid as failure points, counts the number of failure points among all measuring points, and calculates the ratio of the number of failure points to the total number of measuring points. If this ratio exceeds one-third, a partial failure alarm for the strain monitoring system is issued; if the number of remaining valid measuring points is less than two, the dynamic judgment step in the first technical solution is stopped, and a pipe blockage warning alarm is issued. When calculating the difference between adjacent measuring points, all segments associated with the failure point are automatically skipped. If the uppermost resistance strain gauge is marked as a failure point, the end segment between the virtual measuring point at the top of the conduit and the failure point is not included in the absolute value calculation of the difference, and this end segment is considered invalid. Similarly, if the lowermost resistance strain gauge is marked as a failure point, the end segment between the virtual measuring point at the bottom of the conduit and the failure point is also not included in the calculation. That is, if a failure point is located between two valid measuring points, neither the failure point nor the two segments formed by the adjacent valid measuring points are included in the difference calculation. The failure status of measuring points under different operating conditions is continuously recorded to verify the execution effect of the graded alarm mechanism and failure data processing rules.

[0063] This invention employs a technical solution that equips each monitoring point with redundant calibration strain gauges, forming a dual-point calibration structure. This structure enables timely identification of issues such as abnormal data from a single strain gauge or component failure. By using hierarchical validity verification rules, monitoring data is rationally selected, and failed measurement points are isolated to prevent invalid data from participating in calculations. Simultaneously, alarms are issued in stages according to the degree of measurement point failure. This ensures that data calculations at normal measurement points are not interfered with, and also promptly alerts staff to component malfunctions, thereby improving the stability and data acquisition quality of the entire strain monitoring system.

[0064] In another technical solution, during the data selection process based on the validity verification results, when both the resistance strain gauge and the redundant verification strain gauge are valid and the absolute value of their difference exceeds a preset deviation threshold, after taking the arithmetic mean as the circumferential strain value at that installation location and triggering a data inconsistency warning, the following additional temporary isolation and correction steps are performed: Mark the installation location as a low-confidence location in the current sampling period; Before calculating the absolute value of the difference between two adjacent installation positions, locate the two most reliable measurement points closest to the low-confidence position along the duct axis. The reliable measurement point located on the side of the low-confidence position pointing towards the top of the duct is called the top-side reliable measurement point, and the reliable measurement point located on the side of the low-confidence position pointing towards the bottom of the duct is called the bottom-side reliable measurement point. Reliable measurement points are those that have not been marked as failure points and have not been marked as low-confidence positions in this sampling period. If both the top and bottom credible measurement points exist, calculate the linear gradient corresponding to the axial distance between the top and bottom credible measurement points. Calculate the theoretical interpolated strain value at the low-confidence location based on this linear gradient. Then calculate the absolute value of the deviation between the theoretical interpolated strain value and the actual arithmetic mean at the low-confidence location. If the absolute value of the deviation exceeds the preset interpolation deviation threshold, the low-confidence location is determined to be an abnormal isolated point, and is temporarily regarded as a temporary failure point in the current sampling period. The temporary failure point does not participate in the calculation of the absolute value of the difference between any adjacent segments. If the absolute value of the deviation does not exceed the preset interpolation deviation threshold, the low-confidence location is retained, the circumferential strain value of the low-confidence location is still the arithmetic mean, and the low-confidence location participates normally in the subsequent calculation of the absolute value of the difference. If only the top side has a reliable measurement point or only the bottom side has a reliable measurement point, then no interpolation verification is performed, and the low confidence position is directly retained, and the low confidence position is used in the difference calculation. If neither the top-side reliable measurement point nor the bottom-side reliable measurement point exists, then the low-confidence location is regarded as a temporary failure point in the current sampling period. This temporary failure point does not participate in the calculation of the absolute value of the difference between any adjacent segments, and a temporary failure event is recorded at the same time. If the same installation location is identified as a temporary failure point three times within any three consecutive sampling periods, that installation location will be continuously designated as a failure point and treated as such (a continuous failure point will not be included in the absolute value calculation of the difference in the current and subsequent sampling periods. If the strain gauge at the failure location is replaced or repaired during construction, and the data is verified to be valid through static deformation testing after replacement, the location can be remarked as a valid measuring point in subsequent sampling periods and will be recalculated from the next period. If there are no repair conditions, the continuous failure point will remain valid until the grouting is completed). In the subsequent step S1, when calculating the maximum value of the absolute value of all differences, if the difference of some adjacent segments is missing due to temporary failure points in the current sampling period, the absolute value of the difference is calculated only for the adjacent measurement point pairs formed by the remaining reliable measurement points and the maximum value is taken; if all adjacent measurement point pairs are missing due to temporary failure points, the update of the blockage count value from step S1 to step S3 is suspended and an alarm for insufficient monitoring data is issued.

[0065] In the above technical solution, the interpolation deviation threshold can be selected from a conventional strain deviation value, such as 50 microstrain. When the data from two strain gauges at the same location are both valid but the difference exceeds the deviation threshold set in Article 6 (such as 150 microstrain), the system automatically marks the point as a low-confidence location. The system retrieves the nearest reliable measurement points on both sides of the point along the axis (reliable measurement points are those that have not been marked as failure points and have not been marked as low-confidence locations in the current sampling period). Let the strain value of the reliable measurement point on the top side be A, the strain value of the reliable measurement point on the bottom side be B, the axial distance between the two points be L, and the distance from the low-confidence location to the reliable measurement point on the top side be X. First, calculate the strain difference (B minus A) divided by the distance L to obtain the strain change rate per unit length. Then, multiply this change rate by X to obtain the strain increment from the reliable measurement point on the top side to the low-confidence location. Finally, add this increment to A to obtain the theoretical interpolated strain value. Then, calculate the absolute value of the deviation between the theoretical interpolated strain value and the actual arithmetic mean of the low-confidence location. If the absolute value of the deviation exceeds the interpolation deviation threshold (e.g., 50 microstrain), the low-confidence location is determined to be an anomalous isolated point and is temporarily treated as a temporary failure point in the current sampling period (not participating in the calculation of the absolute value of the difference between any adjacent segments); if it does not exceed the threshold, the low-confidence location is retained, its circumferential strain value remains the arithmetic mean, and it participates normally in subsequent difference calculations. Tests are conducted at measurement points where data deviations are artificially created to verify the accuracy of the interpolation calculation and judgment process.

[0066] The system executes corresponding processing logic based on the distribution of reliable measurement points: If both the top and bottom sides have reliable measurement points: perform the above interpolation verification; If only one reliable measurement point exists: no interpolation verification is performed, and the low-confidence position is directly retained and used in the difference calculation; If there are no reliable measurement points at either end: treat the low-confidence location as a temporary failure point in the current sampling period, and record a temporary failure event.

[0067] An independent counting unit is set up to count the cumulative number of times a point is identified as a temporary failure point within three consecutive sampling periods. If the cumulative number of temporary failures at the same installation location reaches three within any three consecutive sampling periods, the installation location is continuously designated as a failure point and processed according to the failure point rules in Article 6. Long-term monitoring of point status changes verifies the logic for determining whether a temporary failure becomes a permanent failure.

[0068] The system continuously counts the number of valid adjacent measuring point pairs. When no valid measuring point pair exists (i.e., all adjacent segments are missing due to temporary or persistent failure points), the system automatically pauses the update of the blockage count in the dynamic judgment step of the first technical solution and triggers an alarm for insufficient monitoring data. After the measuring point status recovers and valid measuring point pairs are re-established, the system automatically resumes the original monitoring process. The system simulates a scenario with multiple temporary measuring point failures to verify the overall seamless integration of process pause, alarm triggering, and process recovery.

[0069] This invention employs an interpolation verification process for low-confidence measurement points with inconsistent data. This process distinguishes between normal data deviations and abnormal measurement point states, and allows for the reasonable setting of temporary failure points to mitigate interference from anomalous data. A rule for determining the transition from temporary to permanent failure is established, and the status of anomalous measurement points is continuously monitored. An emergency response mechanism is also implemented for data loss scenarios. This entire process further refines the management of anomalous data, continuously purifies the monitoring data used in calculations, and ensures that the risk assessment of data congestion is conducted systematically under various data anomaly scenarios.

[0070] In another technical solution, a vibration sensor is installed at the top of the infusion catheter. The vibration sensor is used to measure the vertical vibration acceleration of the entire catheter in real time. When the vertical vibration acceleration detected by the vibration sensor exceeds the preset acceleration threshold, it is determined that the conduit has experienced a severe impact or a lifting collision. From the moment of impact until the vertical vibration acceleration is less than the acceleration threshold for three consecutive sampling cycles, the update operation of the blockage count value is frozen, and the absolute value of the difference between all sampling cycles during this period is marked as invalid. The absolute value of the difference marked as invalid is not included in the maximum value comparison and subsequent increment / decrement steps. At the same time, the maximum absolute value of the difference in the last valid sampling cycle before the impact and the location segment corresponding to the maximum absolute value of the difference are recorded. If the maximum difference is zero, the corresponding location segment is recorded as a null value. Once the vertical vibration acceleration recovers to below the acceleration threshold and this condition is met for three consecutive sampling periods, these three sampling periods are used as the recovery period, and the following recovery determination steps are performed using the data from the recovery period: A1. Calculation and Determination of Stable Segments: For each recovery period, if the absolute value of the maximum difference in that recovery period is zero, then the position segment of that recovery period is recorded as a null value; calculate the average of the absolute values ​​of the maximum differences in the three recovery periods; if a position segment appears at least twice in the three recovery periods, and the null value is considered an independent position segment type, then the position segment is recorded as a stable segment, and the segment consistency flag is set to true; otherwise, the segment consistency flag is set to false, and the stable segment is null. A2. Determine if the status has changed significantly: If any of the following conditions are met, it is determined that the blockage status before and after the impact has changed significantly, the blockage count value is reset to zero, and the previous effective blockage section is cleared: Condition 1: The maximum difference before the impact is zero, and the average of the absolute values ​​of the maximum differences over the three recovery cycles is greater than zero; Condition 2: The maximum difference before the impact is non-zero, and the relative deviation between the average of the absolute values ​​of the maximum differences in the three recovery cycles and the maximum difference before the impact is greater than 30%. The formula for calculating the relative deviation is: the relative deviation equals the average value minus the absolute difference of the maximum difference before the impact, divided by the maximum difference before the impact, and then multiplied by 100%. Condition 3: The segment before the impact is not empty, the segment consistency flag is true, and the stable segment is different from the segment before the impact. Condition 4: The segment before the impact is not empty, and the segment consistency flag is false; Condition 5: The pre-impact segment is empty, and the average absolute value of the maximum difference of the three recovery cycles is greater than zero; A3. Restoring to Original State: If any of the above conditions are not met, it is determined that the pipe blockage state before and after the impact has not changed significantly. The blockage count value is restored to the blockage count value before the impact, and the previous effective blockage segment is restored to the position segment recorded before the impact. If the position segment before the impact is empty, the restored previous effective blockage segment will still be empty. It should be noted that during the vibration impact, because the data is frozen, the system cannot know the actual change in the pipe blockage state. This step adopts a conservative strategy of restoring to the original state, which is applicable to situations where the vibration has no substantial impact on the duct structure and concrete flow state. If the construction personnel confirm that the vibration may cause a change in the pipe blockage state, they should manually reset the monitoring system or make a comprehensive judgment based on the site conditions. The system also records the impact event log for subsequent analysis. A4. Resumption of Monitoring: After completing the above recovery determination steps, the absolute value of the difference in subsequent sampling periods will resume to participate in the calculation, and the blockage count value will continue to be updated according to steps S1 to S3.

[0071] In the above technical solution, the acceleration threshold is calibrated in conjunction with typical working conditions such as on-site pipe lifting and conduit collision, with a typical value range of 0.5 to 2 times the gravitational acceleration (gravitational acceleration is taken as 9.8 m / s²). 2 The specific values ​​are determined by multiplying the peak acceleration measured during the on-site empty pipe lifting test by a safety factor of 1.2 to 1.5. The continuous stability judgment period is set to three sampling periods. An industrial vibration sensor can be fixedly installed at the top of the injection conduit to collect the vertical vibration acceleration data of the conduit in real time. After the sensor is installed, the conduit vibration condition is simulated artificially, the output data is read, and the vibration data acquisition and impact condition judgment functions are verified to be normal.

[0072] The system compares vertical vibration acceleration with an acceleration threshold in real time. When the vibration acceleration exceeds the threshold, an impact is determined to have occurred. All update operations on the blockage count are immediately frozen, and all absolute differences within that time period (i.e., the absolute values ​​of strain differences between adjacent measuring points calculated in the first technical solution) are marked as invalid data. The system synchronously extracts data from the last valid sampling period before the impact occurs, storing the maximum absolute value of the difference and the corresponding segment information for that period separately. Vibration disturbances of varying intensities are continuously simulated to observe the execution of count freezing, data marking, and historical data storage.

[0073] When the vibration acceleration is below the acceleration threshold for three consecutive sampling periods, the system extracts these three periods as recovery periods and calculates the absolute value of the maximum difference for each data set and the corresponding segment. First, the arithmetic mean of the absolute values ​​of the maximum differences across the three recovery periods is calculated. The frequency of segment occurrences is then counted: if a segment (null values ​​are considered an independent type) occurs at least twice in the three recovery periods, that segment is recorded as a stable segment, and the segment consistency flag is set to true; otherwise, the segment consistency flag is set to false, and the stable segment is empty.

[0074] The following conditions are used to determine whether the pipe blockage state changes significantly before and after the impact. If any one of these conditions is met, it is considered a significant change: Condition 1: The maximum difference before the impact is zero, and the average of the absolute values ​​of the maximum difference over the three recovery cycles is greater than zero; Condition 2: The maximum difference before the impact is not zero, and the relative deviation between the average of the absolute values ​​of the maximum differences in the three recovery cycles and the maximum difference before the impact is greater than 30% (the relative deviation is calculated as: the average value minus the absolute value of the maximum difference before the impact, divided by the maximum difference before the impact, and then multiplied by 100%). Condition 3: The segment before the impact is not empty, the segment consistency flag is true, and the stable segment is different from the segment before the impact; Condition 4: The segment before the impact is not empty, and the segment consistency flag is false; Condition 5: The segment before the impact is empty, and the average of the absolute values ​​of the maximum difference of the three recovery cycles is greater than zero.

[0075] If any of the above conditions are met, the blockage count is reset to zero, and the previous valid blockage segment is cleared. If none of the above conditions are met, it is determined that the blockage state before and after the impact has not changed significantly, the blockage count is restored to the blockage count before the impact, and the previous valid blockage segment is restored to the position segment recorded before the impact (if the position segment before the impact was empty, it will still be empty after restoration). After completing the above restoration determination steps, the absolute value of the difference in subsequent sampling periods is restored to participate in the calculation, and the blockage count continues to be updated according to the dynamic determination steps in the first technical solution. Multiple full-process tests of vibration interference and restoration were conducted to verify the adaptability of the state determination and parameter restoration logic.

[0076] This invention utilizes vibration sensors to identify severe vibrations caused by pipe lifting, collisions, etc., and locks the count update operation during vibration disturbances to prevent distorted data from disrupting the original judgment logic. After vibration recovery, data is reviewed at fixed intervals to reasonably determine changes in pipe blockage status and standardize the reset or restoration of count values ​​and section information. The entire mechanism can adapt to vibration interference caused by various on-site operations, effectively avoiding counting errors and false alarms caused by vibration, and making the monitoring system adaptable to complex on-site construction conditions.

[0077] Although embodiments of the present invention have been disclosed above, they are not limited to the applications listed in the specification and embodiments. They can be applied to various fields suitable for the present invention. For those skilled in the art, other modifications can be easily made. Therefore, without departing from the general concept defined by the claims and their equivalents, the present invention is not limited to the specific details and embodiments shown and described herein.

Claims

1. A method for early warning of pipe blockage risk during underwater concrete pouring of rock-socketed piles, characterized in that, Includes the following steps: At least four resistance strain gauges are installed at equal intervals along the axial direction on the outer wall of the concrete pouring duct. The spacing between adjacent resistance strain gauges is 0.3 meters to 1.0 meters. Each resistance strain gauge is attached circumferentially along the duct to measure the circumferential strain value of the outer wall of the duct. The circumferential strain values ​​output by each resistive strain gauge are continuously acquired at a fixed sampling period, with the sampling period ranging from 0.5 seconds to 2 seconds. The circumferential strain value collected by each resistive strain gauge is processed by moving average filtering to obtain the filtered circumferential strain value; the absolute value of the difference between the filtered circumferential strain values ​​of two adjacent resistive strain gauges at the same sampling time is calculated to obtain at least three absolute values ​​of the difference. Initialize a congestion count of 0 and record the previous valid congestion segment as null; in each current sampling period, perform the following dynamic determination steps: S1. Calculate the maximum absolute value of all differences in the current sampling period and record the location segment corresponding to the maximum value; S2. If the maximum value of the current sampling period is greater than the strain difference threshold, then perform the following operations: If the previous effective blockage segment is empty, or the position segment corresponding to the maximum value of the current sampling period is the same as or adjacent to the previous effective blockage segment, then increment the blockage count value by one; otherwise, update the blockage count value to half of the floor value, and if the updated blockage count value is less than 1, then keep the blockage count value at 0; then update the previous effective blockage segment to the position segment corresponding to the maximum value of the current sampling period. S3. If the maximum value of the current sampling period is not greater than the strain difference threshold, then perform the following operations: reduce the blockage count value by one, and reduce the blockage count value to zero at the lowest level, while keeping the previous effective blockage segment unchanged. When the cumulative blockage count reaches the preset warning threshold, a blockage risk warning signal is issued, and the location segment corresponding to the maximum value in the current sampling period is output. The warning threshold ranges from 5 to 15.

2. The method for early warning of pipe blockage risk during underwater concrete pouring of rock-socketed piles as described in claim 1, characterized in that, Before calculating the absolute value of the difference between the filtered circumferential strain values ​​of two adjacent resistive strain gauges, a deep hydrostatic pressure gradient compensation step is performed: Based on the current grouting depth and the density difference between the mud and concrete inside and outside the conduit, calculate the theoretical circumferential strain offset at each resistance strain gauge installation position. The filtered circumferential strain value of the resistive strain gauge is subtracted from the corresponding theoretical circumferential strain offset to obtain the depth-compensated circumferential strain value. The absolute value of the difference between two adjacent resistive strain gauges is calculated based on the circumferential strain value after deep compensation.

3. The method for early warning of pipe blockage risk during underwater concrete pouring of rock-socketed piles as described in claim 2, characterized in that, A dynamic density correction mechanism is introduced in the deep hydrostatic pressure gradient compensation step: At least two external pressure sensors are installed at different depths on the outer wall of the conduit to measure the hydrostatic pressure at different depths outside the conduit in real time. Based on the pressure difference between any two external pressure sensors and their vertical distance, the real-time average density of the fluid outside the conduit is calculated online. At least two internal pressure sensors are installed axially on the inner wall of the conduit, located at different heights within the conduit cavity. The lowest internal pressure sensor is near the bottom of the conduit, and the highest internal pressure sensor is located above the expected highest point of the concrete surface. The real-time average density of the fluid within the vertical section of the conduit is calculated online using the pressure difference between any two internal pressure sensors and their vertical distance. When the concrete surface is between two internal pressure sensors, the density of the concrete section is calculated using the pressure difference between the two internal pressure sensors. When the concrete surface is below all internal pressure sensors, the density of the mud section is calculated. The real-time measured density outside the conduit and the real-time density of the corresponding section inside the conduit are substituted into the depth hydrostatic pressure gradient compensation calculation. If the deviation between the real-time calculated internal and external density difference and the theoretical density difference before irrigation exceeds a preset percentage threshold, a density anomaly warning will be triggered, and the current real-time density difference will be used for compensation.

4. The method for early warning of pipe blockage risk during underwater concrete pouring of rock-socketed piles as described in claim 2, characterized in that, In a sequence of sections consisting of at least four resistance strain gauges, if the uppermost and lowermost resistance strain gauges cannot form a complete adjacent section, the following steps are used to construct virtual strain values: For the upper end of the conduit, the circumferential strain values ​​after depth compensation of the two uppermost resistance strain gauges are linearly extrapolated to calculate the strain value of the virtual measuring point at the top of the conduit. For the lower end of the conduit, the circumferential strain values ​​after depth compensation of the two lowest resistance strain gauges are linearly extrapolated to calculate the strain value of the virtual measuring point at the bottom of the conduit. Then, the absolute value of the difference between the virtual measuring point at the top of the conduit and the uppermost resistance strain gauge, and the absolute value of the difference between the virtual measuring point at the bottom of the conduit and the lowermost resistance strain gauge are calculated to determine whether there is blockage at both ends of the conduit.

5. The method for early warning of pipe blockage risk during underwater concrete pouring of rock-socketed piles as described in claim 2, characterized in that, In the dynamic determination step S2, before performing the increase or decrease operation on the blockage count value, a confidence verification sub-step is added: record the position segment corresponding to the maximum absolute value of the difference in each of the most recent N consecutive sampling periods, where N ranges from 3 to 7; only when the number of times this position segment appears in the above N sampling periods exceeds N / 2, is it allowed to increase or proportionally decrease the blockage count value according to step S2. Otherwise, keep the congestion count unchanged, and do not update the original value of the previous effective congestion segment.

6. The method for early warning of pipe blockage risk during underwater concrete pouring of rock-socketed piles as described in claim 1, characterized in that, A redundant verification strain gauge is also provided at each installation position of the resistance strain gauge. The resistance strain gauge and the redundant verification strain gauge are pasted together 180 degrees apart along the outer wall of the conduit. Before calculating the absolute value of the difference between the filtered circumferential strain values ​​of two adjacent resistance strain gauges, the following validity verification steps are performed for each installation location: Single-channel rationality verification is performed on the resistance strain gauge and the redundant verification strain gauge respectively: if the strain value of a strain gauge exceeds the preset physical range, or the rate of change between the sampled value of the current sampling period and the sampled value of the previous sampling period exceeds the preset abrupt change threshold, the data of the strain gauge is determined to be invalid. Otherwise, it is deemed valid; Select data based on the validity verification results: If the resistance strain gauge is valid and the redundant verification strain gauge is invalid, then the strain value of the resistance strain gauge is used as the circumferential strain value at this installation location. If the resistance strain gauge is invalid and the redundant check strain gauge is valid, the strain value of the redundant check strain gauge is used. If both the resistance strain gauge and the redundant check strain gauge are valid, the absolute value of the difference between them is calculated. If the difference does not exceed the preset deviation threshold, the arithmetic mean of the resistance strain gauge and the redundant check strain gauge is taken as the circumferential strain value at the installation location. If the difference exceeds the deviation threshold, a data inconsistency prompt is triggered, and the arithmetic mean of the two is still taken as the circumferential strain value at the installation location. If both the resistance strain gauge and the redundant check strain gauge are invalid, the installation location is marked as a failure point. After data confirmation is completed at all installation locations, the absolute value of the difference between adjacent installation locations is calculated: skip all installation locations marked as failure points, retain only adjacent valid measurement point pairs without failure points, and then calculate the absolute value of the difference between each pair of adjacent valid measurement points. The obtained absolute value of the difference is used for the blockage count update and early warning judgment in steps S1 to S3. If a failure point is located between two valid measuring points, then neither of the two segments involved by the failure point will be included in the calculation. The two segments are: the segment formed by the failure point and the adjacent valid measuring point along the catheter axis pointing towards the top of the catheter, and the segment formed by the failure point and the adjacent valid measuring point along the catheter axis pointing towards the bottom of the catheter. When the number of failure points exceeds one-third of the total number of all resistance strain gauge installation locations, a partial failure alarm for the strain monitoring system is issued. If the number of remaining valid measuring points is less than two, then stop executing steps S1 to S3 and issue an alarm indicating that the pipe is blocked and unavailable. The mutation threshold, deviation threshold, and physical range are all pre-calibrated based on the strain gauge model and the grouting conditions.

7. The method for early warning of pipe blockage risk during underwater concrete pouring of rock-socketed piles as described in claim 6, characterized in that, During the data selection process based on the validity verification results, when both the resistance strain gauge and the redundant verification strain gauge are valid and the absolute value of their difference exceeds the preset deviation threshold, after taking the arithmetic mean as the circumferential strain value at that installation location and triggering a data inconsistency warning, the following additional temporary isolation and correction steps are performed: Mark the installation location as a low-confidence location in the current sampling period; Before calculating the absolute value of the difference between two adjacent installation positions, locate the two most reliable measurement points closest to the low-confidence position along the duct axis. The reliable measurement point located on the side of the low-confidence position pointing towards the top of the duct is called the top-side reliable measurement point, and the reliable measurement point located on the side of the low-confidence position pointing towards the bottom of the duct is called the bottom-side reliable measurement point. Reliable measurement points are those that have not been marked as failure points and have not been marked as low-confidence positions in this sampling period. If both the top and bottom credible measurement points exist, calculate the linear gradient corresponding to the axial distance between the top and bottom credible measurement points. Calculate the theoretical interpolated strain value at the low-confidence location based on this linear gradient. Then calculate the absolute value of the deviation between the theoretical interpolated strain value and the actual arithmetic mean at the low-confidence location. If the absolute value of the deviation exceeds the preset interpolation deviation threshold, the low-confidence location is determined to be an abnormal isolated point, and is temporarily regarded as a temporary failure point in the current sampling period. The temporary failure point does not participate in the calculation of the absolute value of the difference between any adjacent segments. If the absolute value of the deviation does not exceed the preset interpolation deviation threshold, the low-confidence location is retained, the circumferential strain value of the low-confidence location is still the arithmetic mean, and the low-confidence location participates normally in the subsequent calculation of the absolute value of the difference. If only the top side has a reliable measurement point or only the bottom side has a reliable measurement point, then no interpolation verification is performed, and the low confidence position is directly retained and the low confidence position is used in the difference calculation. If neither the top-side reliable measurement point nor the bottom-side reliable measurement point exists, then the low-confidence location is regarded as a temporary failure point in the current sampling period. This temporary failure point does not participate in the calculation of the absolute value of the difference between any adjacent segments, and a temporary failure event is recorded at the same time. If the same installation location is identified as a temporary failure point three times in any three consecutive sampling periods, then the installation location will be continuously identified as a failure point and handled in the manner of a failure point. In the subsequent step S1, when calculating the maximum value of the absolute value of all differences, if the difference of some adjacent segments is missing due to temporary failure points in the current sampling period, the absolute value of the difference is calculated only for the adjacent measurement point pairs formed by the remaining reliable measurement points and the maximum value is taken; if all adjacent measurement point pairs are missing due to temporary failure points, the update of the blockage count value from step S1 to step S3 is suspended and an alarm for insufficient monitoring data is issued.

8. The method for early warning of pipe blockage risk during underwater concrete pouring of rock-socketed piles as described in claim 1, characterized in that, A vibration sensor is installed at the top of the infusion catheter to measure the vertical vibration acceleration of the entire catheter in real time. When the vertical vibration acceleration detected by the vibration sensor exceeds the preset acceleration threshold, it is determined that the conduit has experienced a severe impact or a lifting collision. From the moment of impact until the vertical vibration acceleration is less than the acceleration threshold for three consecutive sampling cycles, the update operation of the blockage count value is frozen, and the absolute value of the difference between all sampling cycles during this period is marked as invalid. The absolute value of the difference marked as invalid is not included in the maximum value comparison and subsequent increment / decrement steps. At the same time, the maximum absolute value of the difference in the last valid sampling cycle before the impact and the location segment corresponding to the maximum absolute value of the difference are recorded. If the maximum difference is zero, the corresponding location segment is recorded as a null value. Once the vertical vibration acceleration recovers to below the acceleration threshold and this condition is met for three consecutive sampling periods, these three sampling periods are used as the recovery period, and the following recovery determination steps are performed using the data from the recovery period: A1. Calculation and determination of stable segments: For each recovery cycle, if the absolute value of the maximum difference in that recovery cycle is zero, then the position segment of that recovery cycle is recorded as a null value. Calculate the average of the absolute values ​​of the maximum differences over three recovery periods; if a location segment appears at least twice in the three recovery periods, and null values ​​are considered as an independent location segment type, then the location segment is recorded as a stable segment and the segment consistency flag is set to true; otherwise, the segment consistency flag is set to false and the stable segment is null. A2. Determine if the status has changed significantly: If any of the following conditions are met, it is determined that the blockage status before and after the impact has changed significantly, the blockage count value is reset to zero, and the previous effective blockage section is cleared: Condition 1: The maximum difference before the impact is zero, and the average of the absolute values ​​of the maximum differences over the three recovery cycles is greater than zero; Condition 2: The maximum difference before the impact is non-zero, and the relative deviation between the average of the absolute values ​​of the maximum differences in the three recovery cycles and the maximum difference before the impact is greater than 30%. The formula for calculating the relative deviation is: the relative deviation equals the average value minus the absolute difference of the maximum difference before the impact, divided by the maximum difference before the impact, and then multiplied by 100%. Condition 3: The segment before the impact is not empty, the segment consistency flag is true, and the stable segment is different from the segment before the impact. Condition 4: The segment before the impact is not empty, and the segment consistency flag is false; Condition 5: The pre-impact segment is empty, and the average absolute value of the maximum difference of the three recovery cycles is greater than zero; A3. Restore to original state: If any of the above conditions are not met, it is determined that the blockage state before and after the impact has not changed significantly. The blockage count value is restored to the blockage count value before the impact, and the previous effective blockage segment is restored to the position segment recorded before the impact. If the position segment before the impact is empty, the restored previous effective blockage segment is still empty. A4. Recovery Monitoring: After completing the above recovery determination steps, the absolute value of the difference in subsequent sampling cycles will be included in the calculation, and the blockage count value will continue to be updated according to steps S1 to S3.