Annular concrete pole nondestructive testing method, system and equipment and storage medium

Abstract

The invention discloses an annular concrete electric pole nondestructive testing method, system and device and a storage medium, and relates to the technical field of annular concrete electric pole detection.The method comprises the steps that structural performance detection parameters of an annular concrete electric pole are measured; based on the structural performance detection parameters, combining historical data to set maintenance conditions; based on the structural performance detection parameters, establishing an electric pole health condition identification model, and performing nondestructive detection on the to-be-detected annular concrete electric pole in combination with maintenance conditions; accurate judgment on the strength of the annular concrete pole and the corrosion state of the steel bars is achieved, potential safety hazards are found in time, stable operation of a power system is guaranteed, meanwhile, industry detection standardization is promoted, and the method can be popularized and applied to the fields of power grids, power generation enterprises, new energy and the like and client-side power distribution network concrete poles.

Description

Technical Field

[0001] This invention relates to the field of testing technology for annular concrete poles, and more particularly to a non-destructive testing method, system, equipment, and storage medium for annular concrete poles. Background Technology

[0002] Circular concrete poles, constructed from cement, reinforcing steel, and wire, have gradually replaced wooden poles as the primary support structure for power lines in recent years. As prefabricated components, they are easy to transport and have been widely used in my country's power grid construction. However, with the increasing service life of these poles, and the fact that most suppliers are small enterprises, problems such as weak technical capabilities, low management levels, poor quality awareness, and lax monitoring and inspection during production are common. During operation, issues like concrete spalling, exposed reinforcement, and steel corrosion are becoming increasingly prominent. In particular, the impact of natural disasters such as salinity, wind, sandstorms, and snowstorms has led to a severe decline in the concrete performance of circular concrete poles in most areas, resulting in cracks, and even pole breakage and collapse in a significant number of in-service poles. In recent years, the power industry has seen several incidents of personnel working at heights suffering injuries or fatalities due to the sudden breakage of concrete poles.

[0003] Currently, my country has a relatively complete set of methods and standards for testing the strength of concrete used in construction and transportation projects. However, in the strength testing of ring-shaped concrete poles, since a unified testing method and industry standard have not yet been established, most concrete component testing currently uses methods applicable to ordinary building concrete. This approach carries significant uncertainties and poses a potential threat to power safety. Summary of the Invention

[0004] In view of the above-mentioned problems, the present invention is proposed.

[0005] Therefore, the technical problem solved by this invention is: how to implement a method specifically for detecting the operating conditions of cement poles, so as to achieve accurate judgment on the strength of the poles and the corrosion of the reinforcing bars.

[0006] To solve the above-mentioned technical problems, the present invention provides the following technical solution:

[0007] In a first aspect, the present invention provides a non-destructive testing method for annular concrete poles, comprising:

[0008] The structural performance parameters of the ring-shaped concrete pole were measured.

[0009] Maintenance conditions are set based on structural performance testing parameters and historical data.

[0010] Based on structural performance testing parameters, a pole health status identification model was established, and non-destructive testing was carried out on the annular concrete poles to be tested in combination with maintenance conditions.

[0011] As a preferred method for non-destructive testing of ring-shaped concrete poles, the following is provided:

[0012] The measurement of structural performance parameters for the ring-shaped concrete pole includes:

[0013] When measuring the spacing between steel bars, an alternating electromagnetic field is emitted into the concrete according to Faraday's law of electromagnetic induction, causing the steel bars, as conductors, to generate an induced current. The magnetic field strength generated by the excitation coil is calculated. The magnitude of the induced current in the steel bars is related to the magnetic field strength, conductivity, and cross-sectional area. The induced current excites a secondary alternating magnetic field, which is received and analyzed by the detection instrument, thereby determining the spacing between the steel bars.

[0014] The advantages of this preferred technical solution are as follows: by using the principle of electromagnetic induction to measure the spacing of steel bars, the spacing information of steel bars can be accurately obtained without damaging the concrete pole structure, providing important basic data for subsequent assessment of the pole's health status. Compared with traditional measurement methods, it is more efficient, accurate and non-destructive.

[0015] As a preferred method for non-destructive testing of ring-shaped concrete poles, the following is provided:

[0016] The measurement of structural performance parameters of the ring-shaped concrete pole also includes:

[0017] When measuring the surface strength of a ring-shaped concrete pole, the correlation between the compressive strength of concrete and its surface hardness is utilized. The concrete surface is struck with a rebound hammer, and the rebound value is read. Considering the proportional relationship between the rebound value and the surface hardness of the concrete, as well as the influence of the surface carbonation depth, the compressive strength of the concrete is deduced.

[0018] As a preferred method for non-destructive testing of ring-shaped concrete poles, the following is provided:

[0019] The measurement of structural performance parameters of the ring-shaped concrete pole also includes:

[0020] When measuring the depth of the crack on the surface of a ring-shaped concrete pole, in the absence of reinforcement at the crack, the transmitting and receiving transducers are first placed on the same side of the crack without crossing it to obtain the acoustic time value corresponding to different arc lengths. The average apparent wave velocity at different distances is then calculated as the wave velocity of the crack-free concrete pole. Next, the transducers are placed on both sides symmetrically with the crack as the axis to conduct acoustic time measurements across the crack, obtaining the acoustic time value corresponding to different arc lengths. Based on the relationship between the apparent wave velocity and the actual average wave velocity under different conditions, the crack depth is calculated, and the average value of each depth is taken as the measured crack depth value.

[0021] The beneficial effects of this preferred technical solution are as follows: For situations where there is no reinforcing steel at the crack, the crack depth is calculated by combining ultrasonic method with apparent wave velocity. The measurement method is scientific and reasonable, and can accurately obtain crack depth information, which helps to detect the degree of damage of cracks on the pole surface in a timely manner, and provides an important reference for the maintenance and repair of the pole.

[0022] As a preferred method for non-destructive testing of ring-shaped concrete poles, the following is provided:

[0023] The measurement of structural performance parameters of the ring-shaped concrete pole also includes:

[0024] When measuring the surface crack depth of a ring-shaped concrete pole, if the crack depth does not reach the thickness of the concrete cover, the method for measuring the surface crack depth is the same as when there is no reinforcement in the crack. If the crack depth exceeds the thickness of the concrete wall where the reinforcement has not completely penetrated, when the line connecting the two transducers is tangent to the crack tip, the apparent wave velocity is assumed to be equal to the actual average wave velocity of the concrete. When the crack penetrates the thickness of the ring-shaped concrete wall, the apparent wave velocity continues to decrease after the line connecting the two transducers exceeds the reinforcement. The crack depth is determined based on the change law of the apparent wave velocity.

[0025] The beneficial effects of this preferred technical solution are as follows: it fully considers the different situations where there is steel reinforcement at the crack, formulates corresponding measurement methods for different crack depth states, can accurately measure the crack depth under different complex conditions, comprehensively covers various scenarios of crack detection on the surface of utility poles, and improves the accuracy and reliability of the detection results.

[0026] As a preferred method for non-destructive testing of ring-shaped concrete poles, the following is provided:

[0027] The process of establishing a pole health status identification model based on structural performance testing parameters, and combining this with maintenance conditions, to perform non-destructive testing on the ring-shaped concrete pole to be tested includes:

[0028] Based on concrete strength, ultrasonic wave velocity, sound duration, amplitude, and main reinforcement spacing, feature quantities for classification and recognition are constructed. Support vector machine is selected as the basic classifier to establish a pole health status recognition model. Feature quantity data of ring concrete poles with known health status are used as training samples and input into the pole health status recognition model for training, so that the model can learn the feature patterns corresponding to different health statuses.

[0029] The beneficial effects of this preferred technical solution are as follows: by selecting various structural performance testing parameters to construct feature quantities and using a support vector machine to establish a pole health status identification model, the health status of the pole can be comprehensively assessed by fully utilizing the information from each parameter. Support vector machines have advantages in handling small sample sizes and nonlinear problems; the trained model can accurately identify the feature patterns corresponding to different health states of the pole, providing a reliable analytical tool for subsequent detection.

[0030] As a preferred method for non-destructive testing of ring-shaped concrete poles, the following is provided:

[0031] The process of establishing a pole health status identification model based on structural performance testing parameters, and combining this with maintenance conditions, to perform non-destructive testing on the ring-shaped concrete pole to be tested also includes:

[0032] The characteristic data of the ring concrete pole to be inspected are input into the trained pole health status recognition model. The model classifies and identifies the health status of the pole to be inspected. Based on the pole health status recognition results output by the pole health status recognition model, combined with the preset maintenance conditions, it is determined whether the ring concrete pole to be inspected needs to be maintained. If the recognition result shows that the pole health status does not meet the maintenance conditions, it is determined that maintenance is required; otherwise, it is determined that maintenance is not required.

[0033] Secondly, the present invention provides a non-destructive testing system for annular concrete poles, comprising:

[0034] The parameter measurement module is used to measure the structural performance testing parameters of the ring-shaped concrete pole.

[0035] The maintenance condition setting module is used to set maintenance conditions based on structural performance test parameters and historical data.

[0036] The non-destructive testing module is used to establish a pole health status identification model based on structural performance testing parameters, and to perform non-destructive testing on the ring-shaped concrete poles to be tested in combination with maintenance conditions.

[0037] Thirdly, the present invention provides an electronic device, comprising:

[0038] Memory and processor;

[0039] The memory is used to store computer-executable instructions, and the processor is used to execute the computer-executable instructions. When the one or more programs are executed by the one or more processors, the one or more processors implement the non-destructive testing method for annular concrete poles as described in this invention.

[0040] Fourthly, the present invention provides a computer-readable storage medium storing computer-executable instructions, which, when executed by a processor, implement the aforementioned non-destructive testing method for annular concrete poles.

[0041] The beneficial effects of this invention are as follows: This invention effectively solves the practical problem of inspecting ring-shaped concrete poles, providing a guarantee for safe power production. Currently, traditional inspection methods have high uncertainty. This invention, by measuring relevant parameters and fusing data, accurately judges the strength of the pole and the condition of the reinforcing steel corrosion, avoiding safety hazards. In distribution network inspection, it can accurately identify internally abnormal poles and replace them in a timely manner to prevent accidents. This invention constructs a database combined with the PSO-SVM algorithm to achieve accurate assessment of the pole's health status. Taking a power company as an example, it accurately identifies poles requiring maintenance, improving the reliability of the power system. Furthermore, it fills the gap in methods and standards for inspecting ring-shaped concrete poles, standardizing the inspection process. This invention can also be promoted in multiple fields, such as new energy wind power plants, ensuring stable equipment operation. Considering the safety hazards of a large number of poles that have been in service for over 10 years, the method provided by this invention can accurately detect them, reduce power outages and maintenance costs, and has high market value and significant economic and social benefits. Attached Figure Description

[0042] To more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings used in the following description of the embodiments will be briefly introduced. 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.

[0043] Figure 1 This is an overall flowchart of the non-destructive testing method for ring-shaped concrete poles provided by the present invention;

[0044] Figure 2 This is a schematic diagram of the surface gap depth measurement of annular concrete poles using the non-destructive testing method for annular concrete poles provided by the present invention. Detailed Implementation

[0045] To make the above-mentioned objects, features, and advantages of the present invention more apparent and understandable, specific embodiments of the present invention will be described in detail below with reference to the accompanying drawings. Obviously, the described embodiments are only a part of the embodiments of the present invention, and not all of them. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort should fall within the protection scope of the present invention.

[0046] Example 1, referring to Figure 1 This is the first embodiment of the present invention, which provides a non-destructive testing method for annular concrete poles, including:

[0047] S1: Measure the structural performance parameters of the ring-shaped concrete pole;

[0048] S2: Set maintenance conditions based on structural performance testing parameters and historical data;

[0049] S3: Based on structural performance testing parameters, establish a pole health status identification model, and combine it with maintenance conditions to conduct non-destructive testing on the ring-shaped concrete poles to be tested.

[0050] It should be noted that through steps S1-S3, accurate judgment of the strength and steel corrosion status of the ring-shaped concrete pole is achieved, potential safety hazards can be detected in a timely manner, the stable operation of the power system can be ensured, and the standardization of industry testing can be promoted. It can be widely applied in concrete poles of power grids, power generation companies, new energy fields and customer-side distribution networks.

[0051] Example 2, refer to Figure 1 As an embodiment of the present invention, based on the previous embodiment, a non-destructive testing method for annular concrete poles is provided, comprising:

[0052] In this embodiment, the measurement of structural performance test parameters of the ring-shaped concrete pole in step S1 includes:

[0053] The structural performance testing parameters include the spacing of the reinforcing bars in the annular concrete pole, the surface strength of the annular concrete pole, and the depth of the gaps on the surface of the annular concrete pole.

[0054] Specifically, the spacing between reinforcing bars is determined based on Faraday's law of electromagnetic induction, and is expressed as:

[0055]

[0056] Where e is the induced electromotive force and N is the number of turns in the coil. Rate of change of magnetic flux

[0057] In concrete structure testing, when an alternating electromagnetic field is emitted into the concrete, the reinforcing steel, acting as conductors, will generate an induced current. The magnetic field strength generated by the excitation coil can be calculated using the Biot-Savart law, expressed as:

[0058]

[0059] Where dB is the magnetic flux density generated by the current element Idl at a distance r, and μ0 is the free permeability.

[0060] When the magnetic field passes through the reinforcing bar, the magnitude of the induced current generated inside the reinforcing bar is related to factors such as the magnetic field strength B, the conductivity σ of the reinforcing bar, and the cross-sectional area A of the reinforcing bar, and can be approximately calculated by the following formula:

[0061]

[0062] Where R is the resistance and E is the induced electric field strength.

[0063] This induced current will then generate a secondary alternating magnetic field, which will be received and analyzed by the detection instrument.

[0064] In another possible implementation, laser scanning and image processing technology can be used to measure the spacing of the reinforcing bars: a high-precision laser scanner is used to perform a 3D point cloud data acquisition of the pole's surface from all angles. Specialized image processing software is then used to process and analyze this point cloud data to identify the location information of the reinforcing bars. The software can accurately calculate the spacing between the reinforcing bars based on their characteristics in the point cloud data, such as shape and density. This method is unaffected by the internal magnetic field of the concrete and can accurately measure the spacing of the reinforcing bars even in complex environments.

[0065] Electromagnetic induction array sensors can also be used: An electromagnetic induction array sensor is designed, consisting of multiple small electromagnetic induction units. The sensor is surrounded on the surface of a ring-shaped concrete pole, and each induction unit can independently detect changes in the surrounding magnetic field. When the sensor passes over the reinforcing steel, the magnetic properties of the steel cause a change in the magnetic field of the induction unit. By analyzing and processing the signals from each induction unit, the position of the reinforcing steel can be accurately determined, and the spacing between the reinforcing steel bars can be calculated. This method features high sensitivity and high accuracy, capable of detecting minute changes in the spacing between the reinforcing steel bars.

[0066] Furthermore, when measuring the surface strength of a ring-shaped concrete pole, the correlation between the compressive strength of concrete and the surface hardness of concrete can be utilized. When the rebound hammer of the rebound hammer is struck on the concrete surface with a certain elastic force, the compressive strength of the concrete can be deduced by the ratio of the rebound value read on the rebound hammer to the surface hardness of the concrete, and by taking into account the influence of the surface carbonation depth.

[0067] In another possible implementation, the surface strength of a ring-shaped concrete pole can be measured using a combined ultrasonic-rebound method: an ultrasonic testing instrument and a rebound hammer are used to measure the pole's surface strength. First, an ultrasonic testing instrument emits ultrasonic waves into the concrete, and the propagation speed of the waves within the concrete is measured. Ultrasonic waves propagate at different speeds in concrete of varying strengths; a faster propagation speed indicates higher concrete strength. Then, a rebound hammer is used to strike the pole surface, and the rebound value is obtained. The ultrasonic propagation speed and rebound value are input into a pre-established integrated strength measurement curve, and the actual compressive strength of the concrete is calculated through curve fitting. This method combines the advantages of both ultrasonic and rebound testing methods, providing a more accurate reflection of the true strength of the concrete.

[0068] Core drilling can also be used for auxiliary verification: After measuring the surface strength of the pole using other non-destructive testing methods, core drilling can be used for auxiliary verification to ensure the accuracy of the test results. A concrete core sample of a certain size is drilled from the pole using specialized drilling equipment and brought back to the laboratory for compressive strength testing. The core sample test results are compared and analyzed with the non-destructive testing results. If the differences are significant, the test results need to be re-evaluated. Although core drilling is a destructive testing method, it can directly obtain the actual strength of the concrete, providing a reliable verification basis for the test results.

[0069] Furthermore, when measuring the depth of the cracks on the surface of a ring-shaped concrete pole, if there is no reinforcing steel reinforcement at the crack: (e.g.) Figure 2 As shown, first, place the transmitting transducer 1 at point A and the receiving transducer 2 at point B. Points A and B are located on the same side of the crack, i.e., the measurement does not cross the crack. Use Vaseline to couple transducer 1 to the pole, making the arc length S between the two transducers 60mm, 80mm, 100mm, 120mm, and 140mm respectively. Move transducer 2 sequentially and read the corresponding acoustic time value t. The straight-line distance AB between the centers of the two transducers and the wave velocity are calculated using the following formulas. Calculate the average apparent wave velocity for different measurement distances, which is taken as the wave velocity of the crack-free concrete pole, expressed as:

[0070]

[0071] Where R is the outer diameter of the annular specimen.

[0072] Then, acoustic time measurements were performed across the crack. Transducers 1 and 2 were placed on opposite sides symmetrical about the crack axis, with S controlled at 60mm, 80mm, 100mm, 120mm, and 140mm respectively. Transducers 1 and 2 were moved sequentially, and the corresponding acoustic time values ​​t were read. c When the intersection point E of the line connecting the two transducers and the crack is higher than the crack tip C, the calculated apparent wave velocity v is less than the actual average wave velocity of the concrete because the actual wave propagation distance ACB is greater than the straight-line distance AB between the two transducers. When the line connecting the two transducers is exactly tangent to the crack tip, the actual wave propagation distance is equal to the straight-line distance between the two transducers, and the calculated apparent wave velocity is equal to the average wave velocity v obtained when the two transducers are placed on the same side of the crack.

[0073] If the acoustic time measured when the two transducers are on the same side of the crack and the arc length is S (the straight-line distance is AB) is t, and the acoustic time measured when the two transducers are not on the same side of the crack and the arc length is the same, then:

[0074]

[0075] The crack depth is:

[0076]

[0077] Different arc lengths will yield different values ​​for t and t'. c This allows us to obtain different crack depth values. The average of these depth values ​​is then taken as the measured crack depth.

[0078] When the line connecting the two transducers is tangent to the crack tip (points E and C coincide in Figure (b)) or point E is lower than point C, assuming the concrete surface and interior are homogeneous, the wave velocity measured by the two transducers across the crack is equal to the wave velocity obtained when the two transducers are placed on the same side of the crack. Therefore, the two transducers can also be placed on opposite sides symmetrical about the crack axis, and the apparent wave velocity at different measuring distances can be measured. When the measured apparent wave velocity is exactly equal to the actual average wave velocity of the concrete, the line connecting the two transducers is exactly tangent to the crack tip, and the crack depth can be obtained.

[0079]

[0080] If the crack contains reinforcing steel: when the crack depth does not reach the thickness of the concrete cover, the presence of the steel has virtually no impact on the crack depth measurement results. If the crack depth exceeds the steel but does not completely penetrate the concrete wall thickness, the apparent wave velocity is at its maximum when the line connecting the two transducers is tangent to the steel; as the distance between the two transducers continues to increase, the apparent wave velocity decreases again. If the distance between the crack tip and the steel is not too small (if it is too small, the depth below the steel must be ignored), the apparent wave velocity decreases to a minimum and then increases again as the distance between the two transducers continues to increase. When the line connecting the two transducers is exactly tangent to the crack tip, the actual propagation distance of the wave is the straight-line distance between the two transducers, and the calculated apparent wave velocity is basically equal to the actual average wave velocity of the concrete and the crack depth. When the crack has penetrated the thickness of the annular concrete wall, the apparent wave velocity continues to decrease after the line connecting the two transducers exceeds the steel.

[0081] In this embodiment, the step S2 above, which sets maintenance conditions based on structural performance testing parameters and historical data, includes:

[0082] The maintenance conditions should be determined based on a large amount of empirical data and should conform to the maintenance standards for concrete poles.

[0083] The preferred maintenance conditions in this embodiment are: rebar spacing error > 10 mm, average converted strength of concrete < 40, ultrasonic testing wave velocity < 1.5 km / s, sound duration > 50 μs, and amplitude < 80.

[0084] In another possible implementation, considering the impact of factors such as the operating environment and service life of the poles on their performance, a dynamic maintenance condition model is established. This model can automatically adjust maintenance conditions based on the real-time operating status of the poles and environmental parameters. For example, under harsh climatic conditions, such as high temperature and high humidity environments, the aging rate of the poles will accelerate. The model can appropriately lower the threshold of the maintenance conditions to perform maintenance on the poles earlier. By dynamically adjusting the maintenance conditions, it is possible to better adapt to the actual conditions of different poles and improve the timeliness and effectiveness of maintenance.

[0085] In this embodiment, step S3 above, based on structural performance testing parameters, establishes a pole health status identification model, and combines it with maintenance conditions to perform non-destructive testing on the annular concrete pole to be tested, including:

[0086] The relevant parameters of concrete poles measured by related equipment can intuitively reflect the health status of the concrete poles. Concrete strength, ultrasonic wave velocity, sound duration, amplitude, and main reinforcement spacing are denoted as Q1, Q2, Q3, Q4, and Q5, respectively. The resulting classification and identification features are:

[0087] F = [Q1, Q2, Q3, Q4, Q5]

[0088] A support vector machine (SVM) recognition model optimized by particle swarm optimization (PSO) is constructed. SVM is used as the basic classifier, and PSO is used to optimize the key parameters of the model to accelerate the convergence speed and improve the classification accuracy, thus forming a PSO-SVM concrete pole health status recognition model.

[0089] It should be noted that SVM is a supervised machine learning algorithm with unique advantages in solving problems involving small samples, nonlinearity, and high dimensionality, and is widely used in the classification and recognition of signal data. Its main idea is to establish an optimal classification hyperplane that correctly separates the two classes of samples and maximizes the sample margin.

[0090] The hyperplane can be represented as (w·x) + b = 0, where w is the normal vector and b is the displacement. Let the training samples be (xi, yi), x ∈ Rn, y ∈ {1, -1}. To maximize the margin between the samples and the hyperplane, the following condition should be satisfied:

[0091]

[0092] Introducing Lagrange multipliers ai, 0 ≤ ai ≤ c, where c is a penalty factor, transforms the hyperplane problem into a dual problem. The objective function and constraints then form a new Lagrange function:

[0093]

[0094] After solving the function, we obtain the optimal hyperplane w* and b*, and thus the decision function of SVM is:

[0095]

[0096] When encountering non-linear data distributions, SVM uses kernel functions to map low-dimensional input vectors to high-dimensional spaces, and then establishes the optimal linear classification hyperplane to effectively divide the samples.

[0097] Choose the radial basis function K(x) i ,x j As an SVM kernel function, it is represented as:

[0098] K(x i ,x j )=exp(-g||x i -x j ||) 2

[0099] Where g represents the kernel function parameter.

[0100] By using the radial basis function kernel to process the inner product, the final SVM classification decision function is as follows:

[0101]

[0102] The recognition performance of SVM depends on the penalty factor c and the kernel function parameter g. The value of the penalty factor c affects the sensitivity of the model to empirical errors, and the value of the kernel function parameter g affects the model's partitioning effect on the feature space. In order to select appropriate c and g, the SVM classifier is optimized by the PSO algorithm to further improve the model's classification and recognition accuracy.

[0103] A pole health status identification model is used to estimate the condition of the test data and to determine whether the ring concrete pole needs to be repaired.

[0104] Example 3: The above is a schematic scheme of the non-destructive testing method for ring-shaped concrete poles according to this embodiment. It should be noted that the technical solution of the non-destructive testing system for ring-shaped concrete poles and the technical solution of the non-destructive testing method for ring-shaped concrete poles described above belong to the same concept. Details not described in detail in the technical solution of the non-destructive testing system for ring-shaped concrete poles in this embodiment can be found in the description of the technical solution of the non-destructive testing method for ring-shaped concrete poles described above.

[0105] This embodiment also provides a non-destructive testing system for ring-shaped concrete poles, including:

[0106] This embodiment also provides an electronic device applicable to the non-destructive testing method for ring-shaped concrete poles, including:

[0107] The system includes a memory and a processor. The memory stores computer-executable instructions, and the processor executes these instructions to implement the non-destructive testing method for annular concrete poles as described in the above embodiments.

[0108] This embodiment also provides a storage medium storing a computer program that, when executed by a processor, implements the non-destructive testing method for annular concrete poles as proposed in the above embodiments.

[0109] The storage medium proposed in this embodiment and the non-destructive testing method for annular concrete poles proposed in the above embodiments belong to the same inventive concept. Technical details not described in detail in this embodiment can be found in the above embodiments, and this embodiment has the same beneficial effects as the above embodiments.

[0110] It should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention and are not intended to limit it. Although the present invention has been described in detail with reference to preferred embodiments, those skilled in the art should understand that modifications or equivalent substitutions can be made to the technical solutions of the present invention without departing from the spirit and scope of the technical solutions of the present invention, and all such modifications or substitutions should be covered within the scope of the claims of the present invention.

Claims

1. A method for non-destructive testing of a ring-shaped concrete pole, characterized in that, The application relates to a method for nondestructive testing of a ring-shaped concrete electric pole. The method comprises the following steps: measuring structural performance detection parameters of the ring-shaped concrete electric pole; setting maintenance conditions based on the structural performance detection parameters and historical data; 2. A method of non-destructive testing of a ring-shaped concrete pole according to claim 1, characterized in that, establishing an electric pole health condition identification model based on the structural performance detection parameters, and combining the maintenance conditions to perform nondestructive testing on the ring-shaped concrete electric pole to be tested. The step of measuring the structural performance detection parameters of the ring-shaped concrete electric pole comprises the following steps:

3. A method of non-destructive testing of a ring-shaped concrete pole according to claim 2, characterized in that, when measuring the steel bar spacing, an alternating electromagnetic field is emitted into the concrete according to Faraday's law of electromagnetic induction, so that an induced current is generated in the steel bar as a conductor, and the magnetic field strength generated by the excitation coil is calculated; the induced current in the steel bar is related to the magnetic field strength, the electrical conductivity and the cross-sectional area factor, a secondary alternating magnetic field is excited by the induced current, and the secondary alternating magnetic field is received and analyzed by a detection instrument, so that the spacing between the steel bars is determined. The step of measuring the structural performance detection parameters of the ring-shaped concrete electric pole further comprises the following steps:

4. A method of non-destructive testing of a ring-shaped concrete pole according to claim 3, characterized in that, when measuring the surface strength of the ring-shaped concrete electric pole, the correlation between the compressive strength of the concrete and the surface hardness is utilized, a rebound value is read by rebounding the concrete surface with a rebound hammer, and the compressive strength of the concrete is calculated by considering the proportional relationship between the rebound value and the surface hardness of the concrete and the influence of the surface carbonization depth. The step of measuring the structural performance detection parameters of the ring-shaped concrete electric pole further comprises the following steps:

5. A method of non-destructive testing of a ring-shaped concrete pole according to claim 4, characterized in that, when measuring the surface crack depth of the ring-shaped concrete electric pole, the transmitting transducer and the receiving transducer are placed on the same side of the crack without crossing the crack to measure the sound time value corresponding to different arc lengths, the average value of the apparent wave velocity of different distances is calculated as the wave velocity of the crack-free concrete electric pole, the transducers are placed on the symmetric two sides of the crack as the axis to measure the sound time value corresponding to different arc lengths, and the crack depth is calculated according to the relationship between the apparent wave velocity and the actual average wave velocity under different conditions, and the average value of the crack depth values is taken as the measured value of the crack depth. The step of measuring the structural performance detection parameters of the ring-shaped concrete electric pole further comprises the following steps:

6. A method of non-destructive testing of a ring-shaped concrete pole according to claim 5, characterized in that, when measuring the surface crack depth of the ring-shaped concrete electric pole, if the crack depth does not reach the thickness of the steel bar protective layer, the surface crack depth measurement method is consistent with the case where there is no steel bar at the crack; if the crack depth exceeds the thickness of the steel bar and the steel bar does not completely penetrate the concrete wall thickness, the apparent wave velocity is equal to the actual average wave velocity of the concrete when the line connecting the two transducers is tangent to the crack tip, the apparent wave velocity continuously decreases after the line connecting the two transducers exceeds the steel bar when the crack penetrates the ring-shaped concrete wall thickness, and the crack depth is determined according to the variation law of the apparent wave velocity. The step of establishing an electric pole health condition identification model based on the structural performance detection parameters, combining the maintenance conditions and performing nondestructive testing on the ring-shaped concrete electric pole to be tested comprises the following steps: feature quantities for classification and identification are constructed based on the concrete strength, the ultrasonic wave velocity, the sound time, the amplitude, the main steel bar spacing, a support vector machine is selected as a basic classifier to establish an electric pole health condition identification model, feature quantity data of ring-shaped concrete electric poles with known health conditions are used as training samples, and the feature quantity data are input into the electric pole health condition identification model for training, so that the model learns the feature patterns corresponding to different health conditions.

7. A method of non-destructive testing of a ring-shaped concrete pole according to claim 6, characterized in that, The establishing the electric pole health condition recognition model based on the structural performance detection parameters, and combining the maintenance condition to perform nondestructive detection on the ring-shaped concrete electric pole to be detected further comprises: The characteristic quantity data of the ring-shaped concrete electric pole to be detected are input into the trained electric pole health condition recognition model, and the model classifies and recognizes the health condition of the electric pole to be detected; according to the electric pole health condition recognition result output by the electric pole health condition recognition model, and combining the preset maintenance condition, it is judged whether the ring-shaped concrete electric pole to be detected needs to be maintained; if the recognition result shows that the electric pole health condition does not meet the requirement of the maintenance condition, it is determined that the maintenance is needed; otherwise, it is determined that the maintenance is not needed.

8. A non-destructive testing system for a ring-shaped concrete pole, applying the method according to any one of claims 1 to 7, characterized in that Comprise: The parameter measurement module is used for measuring the structural performance detection parameters of the ring-shaped concrete electric pole; The maintenance condition setting module is used for setting the maintenance condition based on the structural performance detection parameters and combining historical data; The nondestructive detection module is used for establishing the electric pole health condition recognition model based on the structural performance detection parameters, and combining the maintenance condition to perform nondestructive detection on the ring-shaped concrete electric pole to be detected.

9. An electronic device, comprising: Comprise: A memory and a processor; The memory is used for storing computer executable instructions, and the processor is used for executing the computer executable instructions, and the computer executable instructions realize the steps of the method in any one of claims 1 to 7 when executed by the processor.

10. A computer-readable storage medium, characterized in that, The computer executable instructions realize the steps of the method in any one of claims 1 to 7 when executed by the processor.

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