A nondestructive testing method for bearing performance of a concrete pole based on steel bar data

Abstract

The application relates to the technical field of concrete pole mechanics detection, and discloses a nondestructive testing method for the bearing performance of a concrete pole based on steel bar data, which comprises the following steps: obtaining steel bar data of a to-be-detected concrete pole, and constructing a steel bar network model of the to-be-detected concrete pole; obtaining size data of the to-be-detected concrete pole, and constructing a concrete model of the to-be-detected concrete pole; inserting the steel bar network model of the to-be-detected concrete pole into the concrete model of the to-be-detected concrete pole, so as to obtain a three-dimensional model of the to-be-detected concrete pole; and performing finite element analysis on the bearing performance of the three-dimensional model of the to-be-detected concrete pole, so as to determine the bearing performance of the to-be-detected concrete pole. The application has the advantages of convenient operation, no damage to samples and low detection cost, and can be applied to the rapid screening and detection of the bearing performance of a concrete pole.

Description

Technical Field

[0001] This invention relates to the field of mechanical testing technology for concrete poles, specifically to a non-destructive testing method for the load-bearing capacity of concrete poles based on reinforcement data. Background Technology

[0002] Concrete poles are critical infrastructure in power transmission and distribution systems, bearing complex loads such as vertical, horizontal, and bending moment loads over long periods. Mechanical performance testing can verify the load-bearing capacity of concrete poles, ensuring that they still meet structural safety requirements under extreme conditions, preventing pole collapse and line breakage accidents, and guaranteeing the stable operation of the power grid and public safety.

[0003] However, existing methods for testing the mechanical properties of concrete poles all employ destructive testing, which presents the following problems:

[0004] (1) The cycle from sample preparation and curing of concrete poles to completion of testing is long. This inefficient testing method cannot test each concrete pole individually and can only perform sampling tests, which poses a risk of missed tests and creates safety hazards for power grid operation. (2) For concrete poles that have already been put into operation, since they are buried deep underground and rigidly connected to the transmission line, they cannot be disassembled for inspection. The concrete poles in operation will age over time, resulting in gradual degradation of mechanical properties. However, destructive testing cannot be applied to these in-service concrete poles and cannot reflect the real-time mechanical properties of the concrete poles. (3) The concrete pole fragments after the destructive experiment are difficult to recycle and reuse, generating a large amount of construction solid waste, causing environmental pollution and resource waste. Summary of the Invention

[0005] To address the problems existing in the prior art, this invention provides a non-destructive testing method for the load-bearing capacity of concrete poles based on reinforcing steel data. This method has the advantages of convenient operation, no damage to the sample, and low testing cost, and can be applied to the rapid screening and testing of the load-bearing capacity of concrete poles.

[0006] To achieve the above technical objectives, the present invention adopts the following technical solution: A non-destructive testing method for the load-bearing capacity of concrete poles based on reinforcement data includes the following steps: Step S1: Obtain the reinforcement data of the concrete pole to be tested and construct the reinforcement network model of the concrete pole to be tested; Step S2: Obtain the dimensional data of the concrete pole to be tested and construct the concrete model of the concrete pole to be tested; Step S3: Insert the steel reinforcement network model of the concrete pole to be tested into the concrete model of the concrete pole to be tested to obtain the three-dimensional model of the concrete pole to be tested. Step S4: Perform finite element analysis on the load-bearing capacity of the three-dimensional model of the concrete pole to be tested based on the reinforcement data to determine the load-bearing capacity of the concrete pole to be tested.

[0007] Furthermore, the specific process of step S1 is as follows: The concrete pole to be tested is divided into equal segments with a spacing of less than 1m, and the distribution of steel reinforcement components in the cross section of each equal segment of the concrete pole to be tested is obtained. The steel reinforcement components include: steel bars, spiral bars and flanges. Obtain the dimensions, spacing, quantity, location, and protective layer thickness of the reinforcing bars in each equally divided section of the concrete pole under test; Determine whether the reinforcing bars in different equal-division sections are the same bar based on their positions. If so, combine the reinforcing bars in different equal-division sections. Based on the arrangement of the reinforcing bars and the distribution of the reinforcing bar components, a reinforcing bar network model of the concrete pole to be tested is constructed.

[0008] Furthermore, the specific process for determining whether the reinforcing bars in different equally divided sections belong to the same bar based on their position is as follows: i: Determine the diameter of the current equal segment section based on the bottom diameter, top diameter, and height of the concrete pole to be measured, combined with the height of the current equal segment section from the bottom of the concrete pole to be measured; ii: Move the rebar detector along the current equal segment section to detect the rebar, and determine the moving angle of the rebar detector based on the ratio of the detected arc value to the radius of the current segment section; iii: Determine the distance from the reinforcing bar to the center of the current segmented section based on the radius of the current segmented section and the thickness of the protective layer; iv: Using the bottom center of the concrete pole to be tested as the origin, and combining the distance of the reinforcing bar to the center of the current equally divided section and the moving angle of the reinforcing bar detector, determine the global position coordinates of the reinforcing bar; v: Following steps i-iv, generate the global position coordinates of all reinforcing bars on each segment of the concrete pole to be tested; vi: Using the first segment section at the bottom of the concrete pole to be tested as a reference, assign a unique number to all the reinforcing bars in the first segment section according to the angle value of the segment section where the reinforcing bars are located; vii: For each rebar on the remaining segmented sections, match the angle value of the rebar to the angle range of the adjacent rebars in the first segmented section, and assign the rebar to the corresponding unique number with the midpoint of the angle range as the boundary.

[0009] Furthermore, the dimensional data of the concrete pole to be tested in step S2 includes: the wall thickness, length, bottom diameter, and top diameter of the concrete pole to be tested.

[0010] Furthermore, the specific process of step S4 is as follows: Based on the number of steel bars, diameter of steel bars, length of steel bars and thickness of protective layer of each equally divided section of the concrete pole to be tested, the bending bearing capacity of each equally divided section is calculated, and the weighted sum is performed to obtain the bending bearing capacity of the concrete pole to be tested. Calculate the stiffness of each equally divided section of the concrete pole under test based on the moment of inertia of the concrete and the moment of inertia of the reinforcing steel in each equally divided section. The deflection of each equally divided section of the concrete pole under test is calculated based on the stiffness of each section, and the total deflection of the concrete pole under test is determined. When the bending bearing capacity and the total deflection of the concrete pole under test both meet the requirements, the bearing capacity of the concrete pole under test is deemed to be up to standard.

[0011] Furthermore, the calculation process for the flexural bearing capacity of each equally segmented section is as follows:

[0012] in, Indicates the first The flexural bearing capacity of a section divided into equal segments This represents the reference flexural bearing capacity of the equally segmented cross-section of the concrete pole under test. Indicates the first The influence coefficient of the amount of steel reinforcement in each equally divided section. , Indicates the first The number of reinforcing bars in each equally divided section. Indicates the number of reference reinforcement bars in the equally divided cross-section. This indicates the adjustment coefficient for the quantity of reinforcing steel. Indicates the first The influence coefficient of the diameter of the reinforcing bars in each equally divided section. , Indicates the first The diameter of the reinforcing bars in each equally divided section. The diameter of the reference reinforcement bar in the equally divided cross-section is indicated. Indicates the adjustment coefficient for the diameter of the reinforcing bar; This represents the influence coefficient of the reinforcement length on a certain equally divided section. , Indicates the first The length of the reinforcing bars in each equally divided section. This indicates the adjustment coefficient for the length of the reinforcing bar; This represents the influence coefficient of the protective layer thickness on a certain equally segmented cross section. , This represents the average thickness of the protective layer in an equally segmented cross-section. This represents the adjustment coefficient for the protective layer thickness.

[0013] Furthermore, the calculation process for the bending bearing capacity of the concrete pole under test is as follows:

[0014] in, This indicates the bending capacity of the concrete pole under test. express Contribution weight, , This indicates the length of the concrete pole to be measured. Indicates the first The distance from the center of each equally divided section to the bottom of the concrete pole under test.

[0015] Furthermore, the calculation process for the stiffness of each equally divided section of the concrete pole under test is as follows:

[0016] in, Indicates the first Stiffness of a section divided into equal segments Indicates the first The moment of inertia of concrete in a section divided into equal segments, Indicates the first The moment of inertia of the reinforcing bars in each equally divided section. This represents the ratio of the elastic modulus of the steel reinforcement to the elastic modulus of the concrete. This indicates the elastic modulus of concrete.

[0017] Furthermore, the calculation process for the total deflection of the concrete pole under test is as follows:

[0018] in, This represents the total deflection of the concrete pole under test. Indicates the first Deflection of a section divided into equal segments , Indicates the test load. This indicates the number of equally segmented sections on the concrete pole to be tested. Indicates the first The deflection correction value for each equally segmented section is based on the distribution of reinforcing bars and the difference in diameter of the concrete pole under test.

[0019] Furthermore, it also includes: During the training phase, based on the deviation between the actual load-bearing capacity of the concrete pole under test and the load-bearing capacity obtained through finite element analysis of the load-bearing capacity, the adjustment coefficients for the number of reinforcing bars, the diameter of the reinforcing bars, the length of the reinforcing bars, the thickness of the protective layer, and the deflection correction value are adjusted until the deviation is lower than the set deviation threshold.

[0020] Compared with the prior art, the present invention has the following beneficial effects: This invention addresses the problems of high sampling costs, significant destructive testing, and low testing coverage in the inspection of concrete utility poles. It proposes a non-destructive testing method for the load-bearing capacity of concrete utility poles based on rebar data. By non-destructively testing the rebar data of the concrete utility poles, a three-dimensional model of the concrete pole is constructed. Combined with finite element analysis, the load-bearing capacity of the concrete utility poles can be calculated in real time under any scenario, achieving non-destructive testing of the load-bearing capacity of concrete utility poles. This method is simple to operate, has low testing costs, wide applicability, and is pollution-free and resource-free, possessing significant practical value. Attached Figure Description

[0021] Figure 1 This is a flowchart of the non-destructive testing method for the load-bearing capacity of concrete poles based on reinforcement data, according to the present invention. Detailed Implementation

[0022] The technical solution of the present invention will be further explained and described below with reference to the accompanying drawings.

[0023] like Figure 1 This is a flowchart of the non-destructive testing method for the load-bearing capacity of concrete poles based on reinforcement data according to the present invention. The non-destructive testing method for the load-bearing capacity of concrete poles includes the following steps: Step S1: Obtain the rebar data of the concrete pole to be tested using a rebar detector, and construct a rebar network model of the concrete pole to be tested. Specifically: Dividing the concrete pole under test into equal segments with a spacing of no more than 1 meter improves the modeling accuracy of the reinforcement network and allows for the acquisition of the reinforcement component distribution in each segment of the concrete pole under test. The reinforcement components include: steel bars, spiral reinforcement, and flanges. Furthermore, this invention specifies the bottom first segment section of the concrete pole under test as the starting test section.

[0024] Obtain the steel reinforcement data for each equally divided section of the concrete pole under test, including: dimensions, spacing, quantity, location, and protective layer thickness; The collected rebar data is for a single segment section. Since the rebar data for each segment section is independent, the same starting position and normalization method are used to confirm that the rebars in different segments are the same. Therefore, the position of the rebar is used to determine whether the rebars in different equally divided segments are the same. If so, the rebars in different equally divided segments are combined. Based on the arrangement of the reinforcing bars and the distribution of the reinforcing bar components, a reinforcing bar network model of the concrete pole to be tested is constructed.

[0025] In one technical solution of the present invention, the specific process of determining whether the reinforcing bars in different equally divided sections are the same bar based on the position of the reinforcing bars is as follows: i: Determine the diameter of the current equal segment section based on the bottom diameter, top diameter, and height of the concrete pole to be tested, combined with the height of the current equal segment section from the bottom of the concrete pole to be tested: Diameter of the current equal segment section = bottom diameter - (bottom diameter - top diameter) × (height of the current equal segment section from the bottom of the concrete pole to be tested / length of the concrete pole to be tested); ii: Move the rebar detector along the current equal segment section to detect the rebar, and determine the moving angle of the rebar detector based on the ratio of the detected arc value to the radius of the current segment section; iii: Determine the distance from the reinforcing bar to the center of the current segmented section based on the radius of the current segmented section and the thickness of the protective layer; iv: Using the bottom center of the concrete pole to be tested as the origin, and combining the distance from the rebar to the center of the current equally divided section and the moving angle of the rebar detector, determine the global position coordinates (x, y, z) of the rebar. x = distance from the rebar to the center of the cross-section × cos(angle of movement of the rebar detector) y = current cross-section height above ground z = Distance from the rebar to the center of the cross-section × sin(angle of movement of the rebar detector) v: Following steps i-iv, generate the global position coordinates of all reinforcing bars on each segment of the concrete pole to be tested; vi: Using the first segment section at the bottom of the concrete pole to be tested as a reference, assign a unique number to all the reinforcing bars in the first segment section according to the angle value of the segment section where the reinforcing bar is located; where the angle value of the segment section where the reinforcing bar is located refers to the radial angle between the bottom center of the concrete pole to be tested as the origin, starting from the preset 0° reference direction, and rotating clockwise along the circumference to the coordinate point of the reinforcing bar position. vii: For each rebar on the remaining segmented sections, match the angle value of the rebar to the angle range of the adjacent rebars in the first segmented section, and assign the rebar to the corresponding unique number with the midpoint of the angle range as the boundary. Specifically: Numbers a and b are unique numbers of the adjacent steel bars in the first segment section. If the angle value of a steel bar in other segment sections is between the angle value of the steel bar with unique number a in the first segment section and the midpoint of the angle interval, the steel bar is assigned to unique number a. If the angle value of a steel bar in other segment sections is between the midpoint of the angle interval and the angle value of the steel bar with unique number b in the first segment section, the steel bar is assigned to unique number b.

[0026] The above-mentioned process for identifying the same rebar can be adapted to tapered concrete poles with non-uniform diameters. Through a unified radial line angle mapping, it is not affected by the variation of the radius of the cross-section at different heights. At the same time, the small error in the detection of a single cross-section will not affect the determination of the same rebar across the cross-section, which has good fault tolerance and improves the rebar identification efficiency of multi-segment cross-sections.

[0027] Step S2: Obtain the dimensional data of the concrete pole to be tested using a concrete testing instrument, and construct a concrete model of the concrete pole to be tested. The dimensional data of the concrete pole to be tested includes: the wall thickness, length, bottom diameter, and top diameter of the concrete pole to be tested.

[0028] Step S3: Insert the rebar network model of the concrete pole to be tested into the concrete model of the concrete pole to be tested to obtain the three-dimensional model of the concrete pole to be tested. Specifically: integrate the data of all rebars with the same unique number into a set of data to form a three-dimensional rebar image, and insert the three-dimensional rebar image into the concrete model of the concrete pole to be tested.

[0029] Step S4: Perform finite element analysis on the load-bearing capacity of the 3D model of the concrete pole to be tested based on the reinforcement data to determine the load-bearing capacity of the concrete pole to be tested. The specific process is as follows: Because the cross-sectional dimensions and reinforcement configuration of the concrete pole under test vary along different heights, the flexural capacity of each equally divided section is calculated based on the number, diameter, length, and cover thickness of the reinforcing bars. This method matches the varying stress distribution of the concrete pole from bottom to top, avoiding the bias caused by simplified calculations using traditional single sections. Furthermore, by directly using measured reinforcement data for each section, rather than theoretical values ​​from drawings, the calculated flexural capacity of each section more closely approximates the actual load-bearing capacity of the concrete pole under real-world conditions. Weighted summation of the flexural capacities of each section yields the final flexural capacity of the concrete pole, further enhancing the robustness and engineering applicability of the test results.

[0030] The calculation process for the flexural bearing capacity of each equally segmented section is as follows:

[0031] in, Indicates the first The flexural bearing capacity of a section divided into equal segments This represents the reference flexural bearing capacity of the equally segmented cross-section of the concrete pole under test. Indicates the first The influence coefficient of the amount of steel reinforcement in each equally divided section. , Indicates the first The number of reinforcing bars in each equally divided section. Indicates the number of reference reinforcement bars in the equally divided cross-section. This indicates the adjustment coefficient for the quantity of reinforcing steel. Indicates the first The influence coefficient of the diameter of the reinforcing bars in each equally divided section. , Indicates the first The diameter of the reinforcing bars in each equally divided section. The diameter of the reference reinforcement bar in the equally divided cross-section is indicated. This indicates the adjustment coefficient for the length of the reinforcing bar; This represents the influence coefficient of the reinforcement length on a certain equally divided section. , Indicates the first The length of the reinforcing bars in each equally divided section. This indicates the adjustment coefficient for the length of the reinforcing bar; This represents the influence coefficient of the protective layer thickness on a certain equally segmented cross section. , This represents the average thickness of the protective layer in an equally segmented cross-section. This represents the adjustment coefficient for the protective layer thickness.

[0032] The calculation process for the bending bearing capacity of the concrete pole to be tested is as follows:

[0033] in, This indicates the bending capacity of the concrete pole under test. express Contribution weight, , This indicates the length of the concrete pole to be measured. Indicates the first The distance from the center of each equally divided section to the bottom of the concrete pole under test.

[0034] Calculate the stiffness of each equally divided section of the concrete pole under test based on the concrete moment of inertia and the steel reinforcement moment of each section:

[0035] in, Indicates the first Stiffness of a section divided into equal segments Indicates the first The moment of inertia of concrete in a section divided into equal segments, , Indicates the first The outer diameter of the concrete in each equally divided section. Indicates the first The inner diameter of the concrete in each equally divided section. Indicates the first The moment of inertia of the reinforcing bars in each equally divided section. , Indicates the first The distance from the axis of the reinforcing steel bars in each equally divided section to the center line of the concrete pole to be tested. This represents the ratio of the elastic modulus of the steel reinforcement to the elastic modulus of the concrete. , This indicates the elastic modulus of concrete. This indicates the elastic modulus of the steel reinforcement.

[0036] For concrete poles, the fixed end is 2.5m from the bottom, with a deflection of 0mm. Therefore, the deflection of each segment is calculated based on the stiffness of each segment of the concrete pole under test. Combined with the deflection correction value caused by the distribution of reinforcing bars and the difference in the diameter of the concrete pole under test, the total deflection of the concrete pole under test is determined. This method not only considers the stiffness difference of different segments of the concrete pole under test, but also corrects for the deformation deviation caused by uneven distribution of reinforcing bars and changes in the pole diameter, thus improving the accuracy of the total deflection calculation of the concrete pole under test.

[0037] The calculation process for the total deflection of the concrete pole under test in this invention is as follows:

[0038] in, This represents the total deflection of the concrete pole under test. Indicates the first Deflection of a section divided into equal segments , Indicates the test load. This indicates the number of equally segmented sections on the concrete pole to be tested. Indicates the first The deflection correction value for each equally segmented section is based on the distribution of reinforcing bars and the difference in diameter of the concrete pole under test.

[0039] When the bending bearing capacity and total deflection of the concrete pole under test both meet the requirements of GB / T 4623 national standard, it indicates that the bearing capacity of the concrete pole under test meets the standard.

[0040] In one technical solution of the present invention, for the missing rebar data in the rebar network model, the rebar data can be supplemented by interpolation, thereby improving the prediction accuracy of the bearing capacity of concrete poles.

[0041] In one technical solution of the present invention, it further includes: During the training phase, based on the deviation between the actual load-bearing capacity of the concrete pole under test and the load-bearing capacity obtained through finite element analysis, the rebar quantity adjustment coefficient, rebar length adjustment coefficient, concrete cover thickness adjustment coefficient, and deflection correction value are adjusted until the deviation is lower than a set deviation threshold. Through closed-loop iteration of the measured load-bearing capacity of the concrete pole and the finite element simulation results, the rebar adjustment coefficient is automatically corrected, making the simulation results closer to the measurement results of the concrete pole under actual working conditions, thus improving the simulation accuracy.

[0042] This invention constructs a three-dimensional model of concrete poles by non-destructive testing of the steel reinforcement data of concrete poles. Combined with finite element analysis, it can calculate the load-bearing capacity of concrete poles in real time under any scenario, realizing non-destructive testing of the load-bearing capacity of concrete poles. It can achieve rapid screening and calculation of the load-bearing capacity of concrete poles, greatly reducing the testing cost of cement pole materials while improving the sampling coverage.

[0043] Example The load-bearing capacity of concrete poles is verified by the non-destructive testing method for the load-bearing performance of concrete poles according to the present invention.

[0044] The concrete pole under test was divided into 15 equally divided sections, with a spacing of 1m between adjacent sections. Reinforcement network testing was performed, and the results are shown in Table 1. Table 1: Results of Reinforcement Network Inspection

[0045] The concrete grade of the concrete pole to be tested meets the C50 requirement, with a strength of 50MPa, and the steel reinforcement grade is HRB400. The dimensions of the concrete pole to be tested are as follows: 15m long, 60mm thick, 390mm in bottom diameter, and 190mm in top diameter.

[0046] Based on the above parameters, a three-dimensional model of the concrete pole to be tested was created. Based on the simulation calculations after modeling, its bending bearing capacity is greater than... Under the load twice that required by GB / T 4623, the deflection value is 1080 mm.

[0047] Actual testing revealed that its flexural bearing capacity meets the standard requirements. Under double load, its deflection value is 1040mm. The deviation between the measured and simulated deflection values ​​does not exceed 5%, indicating that the accuracy of finite element simulation is relatively high and can better reflect the actual deflection situation.

[0048] The above are merely preferred embodiments of the present invention. The scope of protection of the present invention is not limited to the above embodiments. All technical solutions falling within the scope of the present invention's concept are within the scope of protection of the present invention. It should be noted that for those skilled in the art, any improvements and modifications made without departing from the principles of the present invention should be considered within the scope of protection of the present invention.

Claims

1. A non-destructive testing method for the load-bearing capacity of concrete poles based on reinforcement data, characterized in that, Includes the following steps: Step S1: Obtain the reinforcement data of the concrete pole to be tested and construct the reinforcement network model of the concrete pole to be tested. The specific process is as follows: The concrete pole to be tested is divided into equal segments with a spacing of less than 1m, and the distribution of steel reinforcement components in the cross section of each equal segment of the concrete pole to be tested is obtained. The steel reinforcement components include: steel bars, spiral bars and flanges. Obtain the dimensions, spacing, quantity, location, and protective layer thickness of the reinforcing bars in each equally divided section of the concrete pole under test; Determine whether the reinforcing bars in different equal-division sections are the same bar based on their positions. If so, combine the reinforcing bars in different equal-division sections. A rebar network model of the concrete pole to be tested is constructed based on the rebar arrangement and the distribution of rebar components. The specific process for determining whether the reinforcing bars in different equally divided sections belong to the same bar based on their location is as follows: i: Determine the diameter of the current equal segment section based on the bottom diameter, top diameter, and height of the concrete pole to be measured, combined with the height of the current equal segment section from the bottom of the concrete pole to be measured; ii: Move the rebar detector along the current equal segment section to detect the rebar, and determine the moving angle of the rebar detector based on the ratio of the detected arc value to the radius of the current segment section; iii: Determine the distance from the reinforcing bar to the center of the current segmented section based on the radius of the current segmented section and the thickness of the protective layer; iv: Using the bottom center of the concrete pole to be tested as the origin, and combining the distance of the reinforcing bar to the center of the current equally divided section and the moving angle of the reinforcing bar detector, determine the global position coordinates of the reinforcing bar; v: Following steps i-iv, generate the global position coordinates of all reinforcing bars on each segment of the concrete pole to be tested; vi: Using the first segment section at the bottom of the concrete pole to be tested as a reference, assign a unique number to all the reinforcing bars in the first segment section according to the angle value of the segment section where the reinforcing bars are located; vii: For each rebar on the remaining segmented sections, match the angle value of the rebar to the angle range of the adjacent rebars in the first segmented section, and assign the rebar to the corresponding unique number with the midpoint of the angle range as the boundary; Step S2: Obtain the dimensional data of the concrete pole to be tested and construct the concrete model of the concrete pole to be tested; Step S3: Insert the steel reinforcement network model of the concrete pole to be tested into the concrete model of the concrete pole to be tested to obtain the three-dimensional model of the concrete pole to be tested. Step S4: Perform finite element analysis on the load-bearing capacity of the 3D model of the concrete pole to be tested based on the reinforcement data to determine the load-bearing capacity of the concrete pole to be tested. The specific process is as follows: Based on the number of steel bars, diameter of steel bars, length of steel bars and thickness of protective layer of each equally divided section of the concrete pole to be tested, the bending bearing capacity of each equally divided section is calculated, and the weighted sum is performed to obtain the bending bearing capacity of the concrete pole to be tested. Calculate the stiffness of each equally divided section of the concrete pole under test based on the moment of inertia of the concrete and the moment of inertia of the reinforcing steel in each equally divided section. The deflection of each equally divided section of the concrete pole under test is calculated based on the stiffness of each section, and the total deflection of the concrete pole under test is determined. When the bending bearing capacity and the total deflection of the concrete pole under test both meet the requirements, the bearing capacity of the concrete pole under test is deemed to be up to standard.

2. The non-destructive testing method for the load-bearing capacity of concrete poles based on reinforcement data according to claim 1, characterized in that, The dimensional data of the concrete pole to be tested in step S2 include: the wall thickness, length, bottom diameter, and top diameter of the concrete pole to be tested.

3. The non-destructive testing method for the load-bearing capacity of concrete poles based on reinforcement data according to claim 1, characterized in that, The calculation process for the flexural bearing capacity of each equally segmented section is as follows: in, Indicates the first The flexural bearing capacity of a section divided into equal segments This represents the reference flexural bearing capacity of the equally segmented cross-section of the concrete pole under test. Indicates the first The influence coefficient of the amount of steel reinforcement in each equally divided section. , Indicates the first The number of reinforcing bars in each equally divided section. Indicates the number of reference reinforcement bars in the equally divided cross-section. This indicates the adjustment coefficient for the quantity of reinforcing steel. Indicates the first The influence coefficient of the diameter of the reinforcing bars in each equally divided section. , Indicates the first The diameter of the reinforcing bars in each equally divided section. The diameter of the reference reinforcement bar in the equally divided cross-section is indicated. Indicates the adjustment coefficient for the diameter of the reinforcing bar; This represents the influence coefficient of the reinforcement length on a certain equally divided section. , Indicates the first The length of the reinforcing bars in each equally divided section. This indicates the adjustment coefficient for the length of the reinforcing bar; This represents the influence coefficient of the protective layer thickness on a certain equally segmented cross section. , This represents the average thickness of the protective layer in an equally segmented cross-section. This represents the adjustment coefficient for the protective layer thickness.

4. The non-destructive testing method for the load-bearing capacity of concrete poles based on reinforcement data according to claim 3, characterized in that, The calculation process for the bending bearing capacity of the concrete pole to be tested is as follows: in, This indicates the bending capacity of the concrete pole under test. express Contribution weight, , This indicates the length of the concrete pole to be measured. Indicates the first The distance from the center of each equally divided section to the bottom of the concrete pole under test.

5. The non-destructive testing method for the load-bearing capacity of concrete poles based on reinforcement data according to claim 3, characterized in that, The calculation process for the stiffness of each equally divided section of the concrete pole under test is as follows: in, Indicates the first Stiffness of a section divided into equal segments Indicates the first The moment of inertia of concrete in a section divided into equal segments, Indicates the first The moment of inertia of the reinforcing bars in each equally divided section. This represents the ratio of the elastic modulus of the steel reinforcement to the elastic modulus of the concrete. This indicates the elastic modulus of concrete.

6. The non-destructive testing method for the load-bearing capacity of concrete poles based on reinforcement data according to claim 5, characterized in that, The calculation process for the total deflection of the concrete pole under test is as follows: in, This represents the total deflection of the concrete pole under test. Indicates the first Deflection of a section divided into equal segments , Indicates the test load. This indicates the number of equal-segmented sections on the concrete pole to be tested. Indicates the first The deflection correction value for each equally segmented section is based on the distribution of reinforcing bars and the difference in diameter of the concrete pole under test.

7. The non-destructive testing method for the load-bearing capacity of concrete poles based on reinforcement data according to claim 6, characterized in that, Also includes: During the training phase, based on the deviation between the actual load-bearing capacity of the concrete pole under test and the load-bearing capacity obtained through finite element analysis of the load-bearing capacity, the adjustment coefficients for the number of reinforcing bars, the diameter of the reinforcing bars, the length of the reinforcing bars, the thickness of the protective layer, and the deflection correction value are adjusted until the deviation is lower than the set deviation threshold.

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