An automatic analysis method for ultrasonic data across pile boreholes

Abstract

This invention provides an automatic analytical method for cross-hole ultrasonic testing of foundation piles, comprising: obtaining waveforms and times at each measuring point of the tested foundation pile through cross-hole ultrasonic testing; calculating the wave velocity at each measuring point according to the foundation pile design documents and time; extracting the corresponding amplitude based on the waveform; correcting the original wave velocity using acoustic time correction parameters; calculating the SPS using the corrected value; calculating the waveform amplitude judgment parameter and waveform correlation coefficient using the original waveform amplitude; calculating a weighted average value using the corrected wave velocity, PSD value, waveform amplitude, PSG value, and waveform correlation coefficient to obtain a comprehensive coefficient for foundation pile integrity; and obtaining a judgment result based on the comprehensive coefficient for foundation pile integrity. This invention introduces a new mathematical model to calculate and process the parameters, digitizing the measured parameters, which is more conducive to the analysis and judgment of foundation pile integrity, compensates for the shortage of experienced professionals, and improves the efficiency of foundation pile testing to a certain extent.

Description

Technical Field

[0001] This invention relates to the field of foundation pile testing in civil engineering, and in particular to an automatic analysis method for ultrasonic data across foundation pile boreholes. Background Technology

[0002] As a foundation type with high bearing capacity, wide applicability, and a long history, pile foundations have seen significant development in terms of types, processes, design theories, calculation methods, and applications, thanks to improvements in production levels and advancements in science and technology. They are widely used in high-rise buildings, ports, bridges, and other engineering projects. Therefore, controlling the production quality of pile foundations is extremely important.

[0003] With the development of non-destructive testing, the requirements for testing operations are becoming increasingly stringent. Due to its advantages such as high accuracy, ease of use, non-destructive to the pile structure, and low cost, ultrasonic testing is widely used in the field of building pile testing. Existing pile testing methods mainly include: single-pile horizontal static load test, low-strain reflected wave method, high-strain method, ultrasonic method, and core drilling method.

[0004] The integrity of the pile is primarily determined through a combination of low-strain reflection wave method, ultrasonic method, and core drilling. However, the low-strain reflection wave method can only detect generalized decreases and increases in wave impedance, failing to pinpoint specific defect types. It is not sensitive enough for piles with gradually changing cross-sections, especially for piles with multiple defects. The low-strain reflection wave method typically only identifies the first significant defect from the pile top downwards, making it difficult to detect defects below that point. In contrast, the detection range of the ultrasonic logging method depends solely on the length of the logging tube. Regardless of the number of defects in the pile, it can accurately determine the location and extent of each defect through changes in acoustic parameters. Furthermore, it allows for precise measurements through methods such as denser detection, oblique measurement, and sector measurement, even extending to every centimeter along the pile. The results are accurate and reliable, with relatively less human interference from experience-based judgments.

[0005] The existing ultrasonic transmission pile testing method is based on current non-destructive testing technical specifications (standards) for pile foundations, such as the "Technical Specification for Dynamic Testing of Highway Engineering Piles" (JTG / T F81-01-2004), the "Technical Specification for Testing Railway Engineering Piles" (TB10218-2008), and the "Technical Specification for Testing Building Piles" (JGJ106—2014). It uses parameters such as wave velocity, PSD index, and amplitude as the basis for judging the integrity of the tested pile. These parameters are generally calculated independently, and the test results are issued separately. Currently, there is no unified quantitative relationship, making it impossible to obtain reliable and effective numerical results. This is not conducive to the standardization of testing operations and further digitization in line with technological development. Furthermore, it considers current indicators and does not account for the cumulative effect of errors. As testing operations progress, it is found that these parameters sometimes fail to reflect some pile defects, for example:

[0006] The PSD index primarily reflects the location of defects and abrupt changes in their upper and lower boundaries. In continuous or large-scale low-strength areas of concrete, wave velocity changes slowly, so the PSD index of adjacent measuring points does not change much. In fact, the PSD value inside the defect may decrease, failing to reflect the condition of the pile body defects.

[0007] During the use of instruments and equipment, unnecessary wear and tear may occur, or the time difference of the initial wave in the coupling agent may increase when the probe swings or vibrates. This can lead to abnormal acoustic parameters caused by non-quality factors, affecting the accurate judgment of integrity.

[0008] In addition, the large amount of data generated during calculations by such instruments and equipment makes it impossible to quantify waveform variations, often requiring human intervention and subjective judgment. Furthermore, the data can be arbitrarily modified during the calculation process, which lacks standardized and objective methods and can affect the judgment results to some extent.

[0009] Therefore, there is an urgent need in this field for a method that can automatically calculate and quantify the integrity of foundation piles. Summary of the Invention

[0010] The purpose of this invention is to provide a quantifiable method for judging the integrity of foundation piles. This method mainly performs comprehensive calculations on parameters to obtain a comprehensive judgment result, and completes the calculation automatically during the data acquisition process without the need for human intervention in the specific data processing.

[0011] To achieve the above objectives, the present invention provides the following solution:

[0012] An automatic analysis method for ultrasonic data across a foundation pile borehole includes:

[0013] Step 1: Use the equipment to perform cross-hole ultrasonic testing to obtain the waveforms and times of each measuring point and measuring line of the pile under test. Calculate the wave velocity V at each measuring point based on the pile design and time, and extract the corresponding amplitude A from the waveform.

[0014] Step 2: Correct the original wave velocity using acoustic time correction parameters;

[0015] Step 3: Calculate the PSG value using the corrected wave velocity, and then obtain the SPS value;

[0016] Step 4: Calculate the waveform amplitude and waveform correlation coefficient using the original waveform set;

[0017] Step 5: Obtain the PSD value;

[0018] Step 6: Calculate the weighted average value using the corrected wave velocity, PSD value, waveform amplitude, SPG value, and waveform correlation coefficient to obtain the comprehensive coefficient of pile integrity;

[0019] Step 7: Obtain the judgment result based on the comprehensive coefficient of the foundation pile integrity.

[0020] Optionally, step one specifically includes:

[0021] Calculate t k :

[0022] t k =Δs / V 水 = (50-20)×10 -5 (km) / 1.48 (km / s)=2.03 (μs) (1)

[0023] t k Indicates the end time, which is the point in time when the measurement process ends, t k The time of the last data point measured is indicated; Δs represents the propagation path length of the acoustic signal (50mm and 20mm are taken from the commonly used sizes of acoustic logging tubes and transducers); V 水 The value represents the speed of sound in water (1.48 km / s is the value used in the "Technical Specification for Dynamic Testing of Highway Engineering Foundation Piles" (JTG / T F81-01-2004)); where:

[0024] Find the speed of sound:

[0025] V 修 =l / t (2)

[0026] t refers to the actual time it takes for the sound wave to reach the receiving point; Vcorrected refers to the corrected speed of the sound wave; l is the distance between the outer walls of the two acoustic tubes.

[0027] Optionally, step three specifically includes:

[0028] Calculate the SPS value:

[0029] (3)

[0030] (4)

[0031] Where d is the diameter of the pile; The test time for pile head calibration;

[0032] The corresponding time of each measuring point and measuring line Integrate the data with the y-axis data of the survey line position, and create an array for integration;

[0033] The above array is introduced into a fuzzy algorithm to digitize the test time for comparative analysis.

[0034] Optionally, step four specifically involves:

[0035] Calculate the Pearson correlation coefficient R:

[0036] (5)

[0037] Using the time axis as x and the amplitude A as y in the waveform diagrams of each measuring point and measuring line, we substitute the x-axis into the correlation coefficient mentioned above. i and y i The average value of R is obtained as the waveform correlation coefficient for that measurement point;

[0038] By incorporating waveform correlation coefficients into fuzzy algorithms and digitizing waveform feature values, waveform comparison and analysis can be performed.

[0039] Optionally, step five specifically includes:

[0040] (6)

[0041] Optionally, step six specifically includes:

[0042] By combining phase sensitivity index, waveform correlation coefficient, and acoustic time correction with wave velocity, amplitude, PSD value, and SPS value, the comprehensive coefficient k of pile integrity is obtained.

[0043] (7)

[0044] A0 is the maximum amplitude of the waveform during pile head calibration, which can also be replaced by the average of the last 3 sets of test data; Δh is the spacing value of the current measuring point depth; V0 is the wave velocity value during pile head calibration; V0 is the wave velocity during pile head calibration, which can also be replaced by the average of the last 3 sets of test data.

[0045] Optionally, step seven specifically includes:

[0046] When 0 ≤ k < 0.3, there is severe distortion at this measurement point. Check whether the data before and after the measurement point are reliable.

[0047] When 0.3≤k<0.5, there is distortion at this point. Check whether the data before and after the measurement point are reliable.

[0048] When 0.5 ≤ k < 0.8, there is a slight defect at this location;

[0049] When 0.8 ≤ k < 1.0, the area is relatively intact.

[0050] The present invention achieves the following beneficial technical effects compared to the prior art:

[0051] This invention provides an automatic analysis method for ultrasonic data across a foundation pile. By introducing new parameters and an analysis method starting from the measurement surface, it supplements and updates the existing ultrasonic transmission pile measurement method to solve some of the situations encountered in the above-mentioned foundation pile detection that cannot be analyzed and judged by existing methods.

[0052] Existing methods largely rely on the experience level of personnel. This invention introduces a new mathematical model to calculate and process parameters, quantifying the detected parameters for better analysis and judgment. It also enables integrated intelligent analysis of the data to obtain comprehensive test results. This addresses the shortage of experienced professionals and, to some extent, improves the efficiency of pile foundation testing.

[0053] This reduces the additional testing work caused by misjudgments or inability to determine results due to existing analytical methods, as well as the resource and economic losses caused by the need for additional verification of the pile body by drilling holes to verify the stress that damages the integrity of the pile body.

[0054] To a certain extent, the present invention supplements the parameters, and the data of the parameters can more comprehensively reflect the integrity of the pile body, which is conducive to the intelligent judgment of pile detection and facilitates the development of subsequent needs. Attached Figure Description

[0055] To more clearly illustrate the technical solutions in the embodiments of the present invention or the prior art, the drawings used in the embodiments will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0056] Figure 1 The flowchart illustrates the automatic analysis method for cross-hole ultrasonic data of foundation piles provided in this embodiment of the invention.

[0057] Figure 2 This is a flowchart of a traditional method for analyzing foundation pile data.

[0058] Figure 3 The normal received waveform diagram is provided for an embodiment of the present invention.

[0059] Figure 4 A slightly distorted waveform diagram provided for an embodiment of the present invention.

[0060] Figure 5 The waveform diagram with more obvious distortion is provided for the embodiment of the present invention.

[0061] Figure 6 The waveform diagram showing obvious distortion is provided for the embodiments of the present invention.

[0062] Figure 7The severely distorted waveform diagram is provided for an embodiment of the present invention.

[0063] Figure 8 This is a schematic diagram of the ultrasonic testing method for foundation piles across boreholes. Detailed Implementation

[0064] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0065] The purpose of this invention is to provide a method that can improve the efficiency of pile foundation testing.

[0066] To make the above-mentioned objects, features and advantages of the present invention more apparent and understandable, the present invention will be further described in detail below with reference to the accompanying drawings and specific embodiments.

[0067] Example 1:

[0068] This embodiment provides an automatic analysis method for ultrasonic data across the borehole of a foundation pile, such as... Figure 1 As shown, it includes:

[0069] Step 1: Use the equipment to perform cross-hole ultrasonic testing to obtain the waveforms and times of each measuring point and measuring line of the pile under test. Calculate the wave velocity V at each measuring point based on the pile design and time, and extract the corresponding amplitude A from the waveform.

[0070] Step 2: Correct the original wave velocity using acoustic time correction parameters;

[0071] Step 3: Calculate the PSG value using the corrected wave velocity, and obtain the SPS (Sumration of Phase Sensitivity) value;

[0072] Step 4: Calculate the waveform amplitude and waveform correlation coefficient using the original waveform set;

[0073] Step 5: Obtain the PSD value;

[0074] Step 6: Calculate the weighted average value using the corrected wave velocity, PSD value, waveform amplitude, SPG value, and waveform correlation coefficient to obtain the comprehensive coefficient of pile integrity;

[0075] Step 7: Obtain the judgment result based on the comprehensive coefficient of the foundation pile integrity.

[0076] Example 2:

[0077] The following is a specific implementation method with reference to the accompanying drawings and experimental data:

[0078] This invention proposes a quantifiable method for judging the integrity of foundation piles. This method mainly involves comprehensive calculation of parameters to arrive at a comprehensive judgment result, and the calculation is completed automatically during data acquisition, requiring no human intervention in data processing. This invention can be used as a supplement to traditional foundation pile integrity judgment methods. The specific steps are as follows:

[0079] Step 1: Obtain the waveform using the trans-hole ultrasonic testing equipment, and then calculate the original wave velocity Voriginal and waveform amplitude A based on the waveform.

[0080] Step 2: Correct the original wave velocity using the acoustic time correction parameter and obtain the sound velocity correction value;

[0081] Step 3: Calculate the PSG value using the corrected wave velocity;

[0082] Step 4: Use the calculated PSG value to obtain the SPS value;

[0083] Step 5: Use the original waveform amplitude to obtain the amplitude determination parameter and the waveform correlation coefficient;

[0084] Step 6: Calculate the PSD value using formula (6);

[0085] Step 7: Calculate the weighted average of five parameters, including wave velocity, PSD value, amplitude, SPS value, and waveform correlation coefficient r, to obtain the comprehensive coefficient k of pile integrity.

[0086] Step 8: Based on the obtained comprehensive coefficient k of the foundation pile integrity, look up the conformity judgment table to obtain the judgment result.

[0087] To facilitate unified calculation and processing of the data, the data obtained by the ultrasonic transmission method of the foundation pile is combined and expressed by array arrangement method in the form of each measuring point and each measuring line.

[0088]

[0089] P – refers to the measurement point data value that needs to be processed and calculated;

[0090] M – refers to the number of measuring points along a measuring line;

[0091] N – refers to the number of measurement points on a measurement surface;

[0092] The digital automatic analysis method for cross-hole ultrasonic data of foundation piles according to claim 1 introduces the waveform correlation coefficient into the fuzzy algorithm and digitizes the waveform feature values, which is more conducive to comparison and analysis.

[0093] As mentioned above, the probe exhibits radial oscillation within the sonic logging tube: Conventional equipment has a probe diameter of 20 mm, while commonly used sonic logging tubes have an inner diameter of 50 mm. Commercially available equipment typically has a guide at the front of the probe to prevent excessive oscillation and vibration. However, with increased use and due to varying conditions within the sonic logging tube caused by construction processes, the guide wears and deforms more quickly, reducing its effectiveness. When the probe oscillates or vibrates, the time difference of the initial wave's travel in the coupling agent increases. Existing detection and analysis methods use time-reverse wave velocity calculations to determine concrete quality, often including this time difference within the concrete structure, thus suggesting defects. Therefore, this invention introduces a parameter t to correct this time difference. k :

[0094]

[0095] Among them, t k Indicates the end time, which is the point in time when the measurement process ends, t k The time of the last data point measured is indicated; Δs represents the propagation path length of the acoustic signal; V_water represents the propagation speed of the acoustic wave in water; (the wave velocity in the acoustic tube is taken as 1.48 (km / s) here, a conventional empirical value for reference calculation).

[0096] Furthermore, during the concrete forming process of the pile body, environmental conditions, human error, or testing errors can all cause some test values ​​to deviate from the normal distribution. Complex concrete hardening conditions, uneven coarse and fine aggregates, pile defects, changes in the coupling state of the sonic logging tube, and variability in distance measurement can all lead to various defects in the foundation pile. However, since the operation near the pile head is visible, the location of the reinforcing bars is fixed and traceable, and the concrete pouring quality is stable after the pile head is removed, the pile head area is used as a standard model. The equipment is fixed, and multiple measurements are taken to obtain the average value. The standard test time t0 and V0 are measured and used for time correlation. The t values ​​obtained from each measuring point are then compared. i This may cause the wave velocity and other parameters at some measuring points to deviate from the normal distribution towards smaller values. Factors such as local coarse aggregate concentration caused by concrete segregation, variation in distance measurement, and error in the interpretation of the first wave may also cause the wave velocity and other parameters at some measuring points to deviate from the normal distribution towards larger values. This is also an abnormal situation. Under normal circumstances, the values ​​of each measuring point should approximately follow the normal distribution law and maintain continuity. The reference code uses the "bilateral elimination method" to eliminate some data. According to formula (11), the average value and the corrected t0 value are taken to obtain the time correction value.

[0097] The foundation pile consists of multiple segments, each with a unique number. 'i' represents the segment number being tested within the foundation pile; 'n' represents the total number of segments; 't0' represents the reference time, the starting point of the entire measurement process. 't0' can be used as the starting point of the time axis to calibrate the time offset of the measurement data relative to the start of the measurement; 't'... i It represents the measurement time, which is the time of a specific measurement data point. During the measurement process, multiple measurements are taken and the results are recorded. Each measurement point corresponds to a time ti.

[0098] Because the pile foundation testing is carried out in a pipe that is not visible in the water, it is impossible to accurately correct each measuring point. Therefore, the time parameter matrix is ​​uniformly corrected before the calculation of the time parameters.

[0099] t-measurement refers to the time at which the measurement point is located.

[0100] After correcting for sound time, the speed of sound is calculated as: V 修 =l / t, where l is the design length of the pile (known).

[0101] The detailed steps of step 3 above are as follows:

[0102] In practical sonic logging systems, the spacing between the pipes often cannot be guaranteed to be fixed due to installation and construction reasons. Therefore, it is necessary to introduce auxiliary criteria. Let the depth of the measuring point be H; the relationship between the acoustic time value and depth can be expressed as a function. Express.

[0103] When there are internal defects, due to the abrupt change in the acoustic time value at the interface between the defect and the intact concrete, theoretically, the function should be a discontinuous function and only show a change in slope at the defect.

[0104] In existing analytical methods, PSD is an important parameter reflecting the abrupt change in time along a measuring line. By definition, it reflects the rate of change between consecutive measuring points. To address the diversity of defects in the case of continuous defects, the "SPS" value is introduced to supplement the above situation. The SPS value aims to reflect the pile quality at the measuring point section while considering and eliminating the influence caused by the deformation and displacement of the sonic logging tube. The SPS parameter mainly considers the ratio of time t and wave velocity v at the measuring point section to the theoretical value.

[0105] The detailed steps of step 5 above are as follows: Calculate the waveform amplitude (the calculation of the waveform amplitude refers to the "Technical Specification for Testing of Highway Engineering Foundation Piles" (JTG / T 3512-2020)).

[0106] When defects exist in a concrete pile, the attenuation of the sound waves (elastic waves) passing through it will increase (amplitude will decrease). Therefore, the presence or absence of defects can also be determined based on the amplitude of the elastic waves at the receiving end.

[0107] Calculate the waveform correlation coefficient R:

[0108] In existing analytical methods, the waveform characteristics of the received wave can be used as a reference factor for judging the quality of the pile concrete. However, the determination of the waveform correlation coefficient cannot be quantified by establishing a membership function like other acoustic parameters, and the characteristic expression of the waveform is not clearly defined. Therefore, this invention proposes the "waveform correlation coefficient" to supplement this type of case and intends to parameterize it through a mathematical model.

[0109] The judgment of waveform distortion depends mainly on: observing the waveform shape and amplitude of the first wave in the first cycle of the received wave; the characteristics of the subsequent waveforms of the received wave; the total energy attenuation of the sound wave in the concrete reflected by the subsequent part of the waveform; and the degree of attenuation of the subsequent waves can reflect the quality of the pile concrete to a certain extent.

[0110] The above two aspects explore the relationship between waveform distortion and pile foundation integrity in ultrasonic testing. By analyzing the waveform characteristics of measured waves in numerous engineering examples and referring to the "Technical Specification for Testing of Building Foundation Piles" (JGJ106-2014), five reference examples of waveform distortion degrees are given. Based on these examples, the membership coefficients of waveforms in ultrasonic testing are determined.

[0111] The membership parameters of the sound wave waveform can be referenced in the waveform distortion example above. A linear envelope is considered to evaluate the degree of waveform distortion. The main manifestations of the above waveform distortion are:

[0112] 1) The peak value of the first wave of the received waveform is lower than the peak value of the first wave of the normal received waveform;

[0113] 2) The received waveform shows no periodic variation during subsequent convergence;

[0114] 3) Waveform phase change exists;

[0115] 4) When comparing only the amplitude, situations where pile defects or other factors cause differences in the position at the corresponding time point of the amplitude;

[0116] Therefore, the "indistinctness" of the pile inspection results means that in actual production, only the pile head is visible, the position of the reinforcing cage is fixed and there is no deformation that can be checked, and the quality of the concrete pouring after the pile head is broken is stable and measurable. Therefore, the pile head position is used as the standard model, and the measured waveform is used as the standard waveform of the "waveform correlation coefficient".

[0117] Research indicates that array correlation analysis is commonly used to fit this type of model in data correlation analysis. After comprehensive consideration, Pearson's correlation coefficient method is adopted here:

[0118]

[0119] Using the time axis as x and the amplitude A as y in the waveform diagrams of each measuring point and line, substitute x into the 'Pearson' correlation coefficient mentioned above. i and y i The corresponding positions of the above standard waveforms are taken as and Correspondingly, substitute the values ​​into the formula, and determine the number of coefficients r to be calculated based on the pile diameter and time period length. Then, calculate the average value of r as the "waveform correlation coefficient" for that measuring point.

[0120] The detailed steps of step 7 above are as follows: Calculate the weighted average of the 5 parameters to derive the comprehensive coefficient k of the pile integrity.

[0121] In summary, this paper supplements the analysis of parameters to address issues not addressed by existing analytical methods, aiming to provide a better and more convenient way to analyze the condition of foundation piles.

[0122] The aforementioned added "phase-sensitive index," "waveform correlation coefficient" of the measured waveform, and acoustic time correction, combined with the wave velocity, amplitude, and PSD value of traditional pile judgment standards, are comprehensively considered, and the weighting coefficients are as follows (see table below). The weighting of each coefficient can be adjusted when sufficient experimental data is available to supplement the analysis. The comprehensive pile integrity coefficient k is obtained by summing the ratios to the measured standard waveform data after removing dimensions, as shown in the table below.

[0123] parameter Wave speed V Amplitude A SPS PSD Waveform correlation coefficient R Weight 0.3 0.3 0.2 0.1 0.1

[0124] The detailed steps of step 7 above are as follows: make a judgment based on the comprehensive coefficient k of the pile integrity.

[0125] K0≤k<0.3 0.3≤k<0.5 0.5≤k<0.8 0.8≤k<1.0 (19)

[0126] It is inferred that there is severe distortion at this point. Check whether the data before and after the measuring point is reliable. There is distortion at this point. Check whether the data before and after the measuring point is reliable. There is a slight defect at this point. This point is relatively intact. This is only used as an indicator to judge the defect situation of each measuring point, and as a supplementary explanation for the determination of the integrity of the foundation piles in the so-called included part of the existing regulations.

[0127] The various embodiments in this specification are described in a progressive manner, with each embodiment focusing on its differences from other embodiments. Similar or identical parts between embodiments can be referred to interchangeably. For the systems disclosed in the embodiments, since they correspond to the methods disclosed in the embodiments, the descriptions are relatively simple; relevant parts can be referred to the method section.

[0128] This document uses specific examples to illustrate the principles and implementation methods of the present invention. The descriptions of the above embodiments are only for the purpose of helping to understand the method and core ideas of the present invention. Furthermore, those skilled in the art will recognize that, based on the ideas of the present invention, there will be changes in the specific implementation methods and application scope. Therefore, the content of this specification should not be construed as a limitation of the present invention.

Claims

1. An automatic analysis method for ultrasonic data across a foundation pile borehole, characterized in that, include: Step 1: Use the equipment to perform cross-hole ultrasonic testing to obtain the waveforms and times of each measuring point and measuring line of the pile under test. Calculate the wave velocity V at each measuring point based on the pile design and time, and extract the corresponding amplitude A from the waveform. Step 2: Correct the original wave velocity using acoustic time correction parameters; Step 3: Calculate the PSG value using the corrected wave velocity, and then obtain the SPS value; Step 4: Calculate the waveform amplitude and waveform correlation coefficient using the original waveform set; Step 5: Obtain the PSD value; Step 5 specifically involves: ； Step 6: Calculate the weighted average value using the corrected wave velocity, PSD value, waveform amplitude, SPG value, and waveform correlation coefficient to obtain the comprehensive coefficient of pile integrity; Step 7: Obtain the judgment result based on the comprehensive coefficient of pile integrity; Step three specifically involves: Calculate the SPS value: Where d is the diameter of the pile; The test time for pile head calibration; The corresponding time of each measuring point and measuring line Integrate the data with the y-axis data of the survey line position, and create an array for integration; The above array is introduced into a fuzzy algorithm to digitize the test time for comparative analysis; Step six specifically involves: By combining phase sensitivity index, waveform correlation coefficient, and acoustic time correction with wave velocity, amplitude, PSD value, and SPS value, the comprehensive coefficient K of pile integrity is obtained. i ; The maximum amplitude of the waveform during pile head calibration can also be replaced by the average of the last three sets of test data; V0 represents the spacing value at the current measuring point depth; V0 represents the wave velocity value at the pile head calibration, or the average value of the last 3 sets of test data can be used instead.

2. The automatic analysis method for ultrasonic data across a foundation pile as described in claim 1, characterized in that, Step one specifically involves: Calculate t k : t k =Δs / V 水 =(50-20)×10 -5 (km) / 1.48(km / s)=2.03(μs) t k Indicates the end time, which is the point in time when the measurement process ends, t k The time of the last data point measured is indicated; Δs represents the propagation path length of the acoustic signal; V 水 This represents the speed at which sound waves travel in water; Find the speed of sound: V 修 =l / t t refers to the actual time it takes for the sound wave to reach the receiving point; V 修 This refers to the corrected velocity of the sound wave; l is the distance between the outer walls of the two acoustic logging tubes.

3. The automatic analysis method for ultrasonic data across pile boreholes according to claim 1, characterized in that, The specific steps for obtaining the waveform correlation coefficient in step four are as follows: Calculate the Pearson correlation coefficient R: Using the time axis as x and the amplitude A as y in the waveform diagrams of each measuring point and measuring line, we substitute the x-axis into the correlation coefficient mentioned above. i and y i The average value of R is obtained as the waveform correlation coefficient for that measurement point; By incorporating waveform correlation coefficients into fuzzy algorithms and digitizing waveform feature values, waveform comparison and analysis can be performed.

4. The automatic analysis method for cross-hole ultrasonic data of foundation piles according to claim 1, characterized in that, Step seven specifically involves: When 0≤K i When the value is less than 0.3, there is severe distortion at the measuring point. Check whether the data before and after the measuring point are reliable. When 0.3≤K i When the value is less than 0.5, there is distortion at this measuring point. Check whether the data before and after the measuring point are reliable. When 0.5≤K i When the value is less than 0.8, there is a slight defect at the measuring point. When 0.8≤K i When the value is less than 1.0, the measuring point is relatively intact.

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