Method for detecting and estimating bearing capacity of existing transmission tower structure

Abstract

The invention discloses a method for detecting and estimating the bearing capacity of an existing transmission tower structure. The method comprises the following steps: acquiring modal parameters of a natural vibration mode and modal parameters of the existing transmission tower structure; identifying the local damage position of the transmission tower structure based on the natural vibration mode, the modal parameter and the modal parameter of the existing transmission tower structure; obtaining a buckling modal analysis model based on the local damage position of the transmission tower structure; based on the buckling mode analysis model, performing buckling mode analysis on the transmission tower under the initial design condition and the actual damage condition to obtain buckling mode ultimate bearing capacity; and evaluating the bearing capacity of the existing transmission tower structure based on the buckling mode ultimate bearing capacity. According to the method, the attenuation influence of the bearing capacity of the transmission tower is revealed by actually measuring the vibration mode change of the tower structure, the attenuation of the bearing capacity is indirectly evaluated by the buckling mode strain energy of the tower structure, and the problems of limitation of local indexes such as stress and deformation and low efficiency of a conventional bearing capacity calculation method are solved.

Description

Technical Field

[0001] The present invention belongs to the field of performance detection and maintenance of civil engineering throughout its life cycle, and in particular relates to a method for detecting and estimating the bearing capacity of an existing transmission tower structure. Background Art

[0002] As a linear energy transmission project, transmission towers will inevitably cross complex and changeable terrain and geological environments. At the same time, they are affected by extreme meteorological environments (hurricanes, heavy ice), etc. The long-term durability of the transmission tower structure and the impact of geological disasters on the foundation will affect the long-term bearing capacity of the transmission tower structure. Detecting the ultimate bearing capacity of the transmission tower, timely grasping the early structural bearing capacity changes, foreseeing the development trend of its performance attenuation, and taking corresponding reinforcement and repair measures in time to ensure the safe operation of the line. For this purpose, a method for detecting and estimating the bearing capacity of existing transmission tower structures is developed.

[0003] CN114021599A discloses a system and method for identifying safety hazards of power towers. The invention monitors the tilt state of the power tower in real time through edge computing terminals and relay terminals. The posture monitoring equipment is installed on the power tower, which can detect the tilt and communicate with the Beidou satellite and the relay terminal. The relay terminal is responsible for collecting posture signals and connecting to the edge computing terminal, which processes all detection information and communicates with the monitoring station. The monitoring station analyzes the data from each edge computing terminal, evaluates the hazard coefficient of the power tower, and generates emergency instructions. By measuring the angle change between sensors, the degree of tilt of the power tower can be accurately determined, and an exclusive information transmission channel can be established to avoid information congestion and realize online detection of the tilt state of the power tower.

[0004] CN115496726A discloses a bridge structure safety assessment method and system. The invention analyzes the bridge body, determines the ultimate bearing value and position of each bearing feature point, and then collects the bridge body defect image and analyzes its characteristics to generate defect information. Based on this information, the ultimate bearing value of the feature point is adjusted, and the feature points that do not meet the threshold are marked as abnormal. This method effectively reduces the reliance on manual experience, improves the accuracy of identifying and repairing safety hazards of the bridge body, and solves the efficiency problem in the prior art. Ultimately, it achieves rapid and accurate identification of bridge body bearing defects and their locations, helping construction personnel to efficiently remove defects and quickly restore the bridge's traffic capacity.

[0005] The above patent still uses stress, strain, deformation and displacement as reference quantities for traditional detection targets, which can only reflect the local damage characteristics of the structure and cannot track the attenuation process of the overall bearing capacity of the transmission tower structure. It is necessary to propose physical quantities that characterize the overall bearing capacity of the structure and construct a method for its detection and estimation. Summary of the invention

[0006] In order to solve the above technical problems, the present invention proposes a method for detecting and estimating the bearing capacity of an existing transmission tower structure to solve the above problems existing in the prior art.

[0007] To achieve the above object, the present invention provides a method for detecting and estimating the bearing capacity of an existing transmission tower structure, comprising:

[0008] Calibrate the structural modes of transmission towers during construction to obtain the modal parameters of the natural vibration mode;

[0009] Perform modal detection on the existing transmission tower structure based on the modal parameters of the natural vibration mode to obtain the modal parameters of the existing transmission tower structure;

[0010] Identifying the local damage location of the transmission tower structure based on the natural vibration mode and modal parameters and the modal parameters of the existing transmission tower structure;

[0011] Obtaining a buckling modal analysis model based on the local damage location of the transmission tower structure;

[0012] Based on the buckling modal analysis model, buckling modal analysis of the transmission tower under initial design conditions and actual damage conditions is performed to obtain the buckling modal ultimate bearing capacity;

[0013] The structural bearing capacity of existing transmission towers is evaluated based on the buckling modal ultimate bearing capacity.

[0014] Optionally, the process of obtaining the modal parameters of the natural vibration mode includes:

[0015] Acquire the engineering data of the transmission tower after completion in the construction period, and establish a finite element geometric model of the transmission tower structure-foundation-foundation based on the engineering data of the transmission tower after completion in the construction period; perform vibration modal eigenvalue analysis on the finite element model to obtain the modal parameters of the natural vibration mode; wherein the natural vibration mode refers to the first 10 natural vibration modes, and the modal parameters include but are not limited to the modal vibration mode, modal curvature, and modal deformation.

[0016] Optionally, the process of obtaining the modal parameters of the existing transmission tower structure includes:

[0017] Based on the modal parameters of the natural vibration mode, a rod whose modal displacement meets the preset conditions is selected, the selected rod is used as a layout point, an inertial acceleration sensor is set at the layout point, the inertial acceleration sensor, the charge amplifier and the data acquisition instrument are connected with a wire, and the wire is fixed on the transmission tower; response data is obtained by a mobile hammering method, and a vibration acceleration time history curve of the existing structure of the transmission tower is obtained based on the response data, and the random subspace algorithm and the stability diagram method are used to analyze the vibration acceleration time history curve to obtain the modal parameters of the existing transmission tower structure.

[0018] Optionally, the process of identifying the location of local damage to the transmission tower structure includes:

[0019] The structural stiffness attenuation of the local damage position is used to characterize the damage state, and the structural stiffness of the local damage position is gradually reduced from the initial design conditions. The operational modal analysis is used to obtain the structural stiffness parameters of the local damage position that match the actual modal parameters of the existing transmission tower measured. The modal confidence criterion of the modal vibration mode is adopted, and the modal change ratio of the vibration mode curvature is used as the modal confidence parameter. The modal parameters of the existing transmission tower structure and the modal parameters of the natural vibration mode are traversed and compared to determine the local damage position of the existing transmission tower structure.

[0020] Optionally, the process of obtaining a buckling modal analysis model includes:

[0021] Under the condition of modal consistency, the equivalent support constraint stiffness is adjusted until the equivalent support constraint stiffness matching the modal parameters of the natural vibration mode is obtained; the foundation constraint is replaced by the matching equivalent support constraint, and a buckling modal analysis model is established, wherein the buckling modal analysis model uses stiffness parameters characterizing local damage to correct the numerical model of the superstructure, and uses the equivalent support constraint stiffness of the corresponding conditions to characterize the lower foundation.

[0022] Optionally, the process of obtaining the buckling modal limit capacity includes:

[0023] Based on the buckling modal analysis model, buckling modal analysis of transmission towers under initial design conditions and actual damage conditions is performed respectively. The modal characteristic order corresponding to the first mutation of the buckling modal strain energy is obtained by using the buckling modal strain energy trend diagram method of different modal orders. Buckling nonlinear analysis is performed under the modal characteristic order to obtain the buckling modal ultimate bearing capacity.

[0024] Optionally, the degree of attenuation of the bearing capacity of the existing transmission tower structure is evaluated by the ratio of the ultimate bearing capacity of the buckling mode under actual damage conditions to that under initial design conditions.

[0025] The present invention also discloses a computer device, comprising: a memory, a processor, and a computer program stored in the memory and executable on the processor, characterized in that the processor executes the computer program to implement the steps of the above-mentioned method for detecting and estimating the bearing capacity of an existing transmission tower structure.

[0026] The present invention also discloses a computer-readable storage medium on which a computer program is stored, characterized in that when the computer program is executed by a processor, the steps of the above-mentioned method for detecting and estimating the bearing capacity of an existing transmission tower structure are implemented.

[0027] Compared with the prior art, the present invention has the following advantages and technical effects:

[0028] The present invention firstly performs modal calibration of a transmission tower structure during construction to obtain modal parameters of natural vibration modes; performs modal detection of an existing structure based on the modal parameters of the natural vibration modes to obtain modal parameters of the existing transmission tower structure; then, identifies the local damage position of the transmission tower structure based on the natural vibration modes and modal parameters and the modal parameters of the existing transmission tower structure; obtains a buckling modal analysis model based on the local damage position of the transmission tower structure; then, performs buckling modal analysis of the transmission tower under initial design conditions and actual damage conditions based on the buckling modal analysis model to obtain the buckling modal ultimate bearing capacity; finally, evaluates the bearing capacity of the existing transmission tower structure based on the buckling modal ultimate bearing capacity.

[0029] The present invention reveals the influence of transmission tower bearing capacity attenuation by measuring the vibration modal changes of tower structure, and indirectly evaluates bearing capacity attenuation by using the buckling modal strain energy of tower structure, thus avoiding the limitations of local indicators such as stress and deformation and the inefficiency of conventional bearing capacity calculation methods. The present invention solves the problem of lack of quantitative detection and estimation methods for structural bearing capacity status in the operation, maintenance and reinforcement of transmission towers throughout their life cycle. BRIEF DESCRIPTION OF THE DRAWINGS

[0030] The drawings constituting a part of the present application are used to provide a further understanding of the present application. The illustrative embodiments and descriptions of the present application are used to explain the present application and do not constitute an improper limitation on the present application. In the drawings:

[0031] Figure 1 The figure is a flow chart of a method according to an embodiment of the present invention. DETAILED DESCRIPTION

[0032] It should be noted that, in the absence of conflict, the embodiments and features in the embodiments of the present application can be combined with each other. The present application will be described in detail below with reference to the accompanying drawings and in combination with the embodiments.

[0033] It should be noted that the steps shown in the flowcharts of the accompanying drawings can be executed in a computer system such as a set of computer executable instructions, and that, although a logical order is shown in the flowcharts, in some cases, the steps shown or described can be executed in an order different from that shown here.

[0034] Embodiment 1

[0035] like Figure 1 As shown, this embodiment provides a method for detecting and estimating the bearing capacity of an existing transmission tower structure, comprising:

[0036] The required equipment includes inertial acceleration sensor, sensor-specific glue, data wire, charge amplifier, data acquisition instrument, and force hammer.

[0037] S1: Modal calibration of the built-up structure;

[0038] Obtain the engineering data of the power tower after completion, and establish a finite element geometric model of the tower structure-foundation-soil according to the tower type, height, foundation form, site stratum and other parameter information; the tower structure adopts rod units, the foundation and foundation adopt solid units, the soil adopts the Mohr-Coulomb constitutive model, and the concrete and steel adopt the elastic-plastic DP constitutive model; carry out vibration modal eigenvalue analysis of the finite element model of the power tower structure-foundation-soil, and obtain the modal parameters such as modal vibration mode, modal curvature, modal deformation and so on of the first 10 natural vibration modes.

[0039] S2: Modal detection of structural status;

[0040] According to the modal deformation of the first 10 natural vibration modes calculated in the modal calibration of the completed structure, the rods with larger modal displacements are recorded as the layout points of the inertial acceleration sensors. The inertial acceleration sensors are pasted on the layout points with special glue for sensors. The inertial acceleration sensors, charge amplifiers and data acquisition instruments are connected with wires, and the wires are pasted and fixed on the main material of the power tower with tape. The mobile hammering method is used to hammer three times on each measuring point to obtain the vibration acceleration time history curve of the existing structure of the power tower. The random subspace algorithm and stability diagram method are used to identify the modal parameters such as the natural frequency, damping ratio, and modal vibration mode of the existing transmission tower structure; the random state space model is:

[0041]

[0042] The Hankle matrix consists of the response data of 2i+j-1 discrete time series of l measuring points in the system, which is divided into 2i blocks (each block has l rows and j columns). The specific form is as follows:

[0043]

[0044] Where:y i ∈R l×1 represents the response data of l measuring points of the system at time i; Y P and Y f Represents "past" output and "future" output respectively.

[0045] In random subspace identification, the classic assumption is to obtain a long sequence (i→∞) and the sequence undergoes all states. However, in actual engineering, j cannot be infinitely long. Therefore, in order to meet the assumption, the acquisition time is generally made as long as possible, which leads to a very large Hankel matrix. In order to reduce data, the data-driven random subspace algorithm uses QR decomposition to calculate the projection matrix:

[0046]

[0047] Where QT is an orthogonal matrix, that is, Q T Q=QQ T =1.

[0048] In the random subspace algorithm, the relationship between the system output data and the system state vector is estimated by the Kalman filter. Define the Kalman filter state sequence

[0049]

[0050] According to the subspace system identification theory, the projection matrix Q i It can be decomposed into the extended observable matrix Γ i With the Kalman filter state sequence X i The product of, that is:

[0051] For the projection matrix Q i Perform singular value decomposition:

[0052]

[0053] Where: U and V are orthogonal matrices, S = diag(σ1,σ2,…,σ n ) are non-zero singular values ​​σ from large to small i A diagonal matrix composed of n, where n is the system order.

[0054] Substituting the output matrix and Kalman filter state sequence into the random state space model, we can obtain the least squares solution of the system matrix A and the output matrix C:

[0055]

[0056] After obtaining the system matrix A and the output matrix C, the modal parameters of the system can be obtained by solving the eigenvalues ​​of the system matrix: A = ΨΛΨ -1 .

[0057] The stability diagram method is a method for determining the order of the system. It can identify true and false modes from many modes and is suitable for modal identification in the presence of strong noise. In the process of judging whether each point in the stability diagram is a stable point, there are three screening criteria: frequency stability, damping ratio stability, and vibration mode stability. Only points that fully meet the three criteria are completely stable points.

[0058] Since the eigenvalues ​​obtained after eigenvalue decomposition of the system state matrix A are conjugate in pairs, the number of modal parameters obtained is only half of the order of matrix A. Therefore, in the calculation process of the random subspace algorithm, the order of matrix A must be an even number.

[0059] After obtaining the system matrix A and the output matrix C, the modal parameters of the system can be obtained by solving the eigenvalues ​​of the system matrix: A = ΨΛΨ -1 Ψ is the eigenvector matrix of the system, and its value is a complex number; Λ is the eigenvalue λ of the system i In the derivation of the discrete state space equation of the system, considering the sampling limitation of the actual instrument, it is necessary to discretize the continuous time state space equation of the system. However, the actual system is continuous. Therefore, when solving the modal parameters, it is necessary to convert the discrete system state matrix A into the continuous system state matrix A. c The relationship between the two is as follows: The relationship between the two eigenvalues ​​can be obtained as follows:

[0060]

[0061] The relationship between the system eigenvalue and the system original frequency ω and the damping ratio ξ is as follows:

[0062]

[0063] According to the above formula, we can get:

[0064] Modal frequencies:

[0065] Modal Damping:

[0066] Mode shape: φ=CΨ

[0067] S3: Operational modal damage identification;

[0068] The damage state is characterized by the attenuation of the structural stiffness at the local damage location, and the structural stiffness at the local damage location is gradually reduced from the initial design conditions. The operational modal analysis is used to obtain the structural stiffness parameters at the local damage location that match the actual modal parameters of the existing transmission tower. The modal confidence criterion of the modal vibration mode (modal curvature) is used, and the modal change ratio of the modal curvature is used as the modal confidence parameter. The measured modal parameters are compared with the initial modal parameters to determine the location of the local structural damage of the existing transmission tower;

[0069]

[0070] The modal curvature can have a sudden change at the damage location. In addition, the modal curvature can also be used to define the curvature modal change ratio, which is more obvious than the modal curvature identification result as a derivative of the modal curvature.

[0071]

[0072] In the formula, αj represents the curvature modal change ratio, and denote the curvature modes in lossless and lossy cases, respectively.

[0073] The Fibonacci search method is used in the optimization search process to compare the modal parameter indicators before and after correction. The optimization goal is to control the frequency frequency difference rate between the corrected modal frequency and the target modal frequency within 5%, and the modal confidence criterion between the corrected modal strain energy and the target modal strain energy within 10%.

[0074] S4: Buckling modal model conversion;

[0075] First, the vibration mode needs to be converted into a buckling mode calculation model. The vibration mode analysis model is an integrated numerical model of the transmission tower structure and foundation. The buckling mode analysis model replaces the foundation constraint with an equivalent support constraint. The conversion between the two is to obtain the equivalent support constraint stiffness under the condition of modal consistency through the two types of models. The equivalent support constraint stiffness is gradually reduced from the near-rigid fixed end support constraint state to obtain the equivalent support constraint stiffness matching the target modal parameters. Finally, the buckling calculation model of the existing transmission tower uses the stiffness parameters that characterize local damage to modify the numerical model of the superstructure. The local damage refers to the damage location determined in the previous step, and its lower foundation is characterized by the equivalent support constraint stiffness of the corresponding conditions; the transmission tower buckling calculation model of the initial design condition only changes the lower foundation to the equivalent support constraint stiffness of the corresponding conditions.

[0076] S5: Calculation of the ultimate bearing capacity of buckling mode;

[0077] The buckling modal analysis of transmission towers under initial design conditions and actual damage conditions was carried out respectively. The buckling modal strain energy trend diagram method of different modal orders was used to find the modal characteristic order corresponding to the first mutation of the buckling modal strain energy. The buckling nonlinear analysis under this modal characteristic order was carried out to obtain the buckling modal ultimate bearing capacity. Among them, the initial design conditions are the conditions under the construction period, and the actual damage conditions are the conditions under which the tower has been put into use and damaged.

[0078] For the upper structure, the node coordinates are corrected by the "consistent defect method", and the eigenvalue buckling analysis is performed. The displacement of each order of buckling mode of the structure is read, and the initial defect of the structure span L / 300 is applied to each mode for nonlinear analysis to obtain the ultimate bearing capacity of the structure. The actual ultimate bearing capacity of the structure is calculated by wind load logic search, and compared with the ultimate bearing capacity obtained by the consistent defect method to determine the ultimate bearing capacity of the structure under the defect mode; for the lower structure, combined with the measured data, the operational modal analysis (OMA) is used to correct the three-way connection stiffness of the equivalent support, and the stable ultimate bearing capacity of the corrected model is calculated. According to the modal strain energy theory, the ultimate bearing capacity coefficient corresponding to the overall mutation order of the modal strain energy is found, which is convenient for calculating the allowable bearing capacity of the transmission tower.

[0079] S6: Estimation of structural capacity attenuation;

[0080] The ratio of the ultimate bearing capacity of the buckling mode under actual damage conditions to that under initial design conditions is used to evaluate the attenuation of the bearing capacity of the existing transmission tower structure.

[0081] This embodiment also discloses a computer device, including: a memory, a processor, and a computer program stored in the memory and executable on the processor, characterized in that the processor executes the computer program to implement the steps of the above-mentioned method for detecting and estimating the bearing capacity of an existing transmission tower structure.

[0082] This embodiment also discloses a computer-readable storage medium having a computer program stored thereon, characterized in that when the computer program is executed by a processor, the steps of the above-mentioned method for detecting and estimating the bearing capacity of an existing transmission tower structure are implemented.

[0083] The present invention detects the structural modal parameters of the transmission tower under the construction period and the current operating conditions, compares the differences in the modal parameters between the two, and adopts the operational modal analysis method to inversely search for the location and degree of local damage of the existing transmission tower; the buckling modal ultimate bearing capacity at the characteristic order corresponding to the first mutation of the buckling modal strain energy is used as an indicator to characterize the bearing capacity of the transmission tower, and the buckling modal analysis of the transmission tower under the initial design conditions and the actual damage conditions is carried out respectively, and the attenuation degree of the transmission tower structure bearing capacity is evaluated by the ratio of the buckling modal ultimate bearing capacities under the two conditions.

[0084] The above are only preferred specific implementations of the present application, but the protection scope of the present application is not limited thereto. Any changes or substitutions that can be easily thought of by a person skilled in the art within the technical scope disclosed in the present application should be included in the protection scope of the present application. Therefore, the protection scope of the present application should be based on the protection scope of the claims.

Claims

1. A method for detecting and estimating the bearing capacity of an existing transmission tower structure, characterized in that: The following steps are involved: Calibrate the structural modes of transmission towers during construction to obtain the modal parameters of the natural vibration mode; Perform modal detection on the existing transmission tower structure based on the modal parameters of the natural vibration mode to obtain the modal parameters of the existing transmission tower structure; Identifying the local damage location of the transmission tower structure based on the natural vibration mode and modal parameters and the modal parameters of the existing transmission tower structure; Obtaining a buckling modal analysis model based on the local damage location of the transmission tower structure; Based on the buckling modal analysis model, buckling modal analysis of the transmission tower under initial design conditions and actual damage conditions is performed to obtain the buckling modal ultimate bearing capacity; The structural bearing capacity of existing transmission towers is evaluated based on the buckling modal ultimate bearing capacity.

2. The method for detecting and estimating the bearing capacity of an existing transmission tower structure according to claim 1, characterized in that: The process of obtaining the modal parameters of the natural vibration mode includes: Acquire the engineering data of the transmission tower after completion in the construction period, and establish a finite element geometric model of the transmission tower structure-foundation-foundation based on the engineering data of the transmission tower after completion in the construction period; perform vibration modal eigenvalue analysis on the finite element model to obtain the modal parameters of the natural vibration mode; wherein the natural vibration mode refers to the first 10 natural vibration modes, and the modal parameters include but are not limited to the modal vibration mode, modal curvature, and modal deformation.

3. The method for detecting and estimating the bearing capacity of an existing transmission tower structure according to claim 1, characterized in that: The process of obtaining the modal parameters of the existing transmission tower structure includes: Based on the modal parameters of the natural vibration mode, a rod whose modal displacement meets the preset conditions is selected, the selected rod is used as a layout point, an inertial acceleration sensor is set at the layout point, the inertial acceleration sensor, the charge amplifier and the data acquisition instrument are connected with a wire, and the wire is fixed on the transmission tower; response data is obtained by a mobile hammering method, and a vibration acceleration time history curve of the existing structure of the transmission tower is obtained based on the response data, and the random subspace algorithm and the stability diagram method are used to analyze the vibration acceleration time history curve to obtain the modal parameters of the existing transmission tower structure.

4. The method for detecting and estimating the bearing capacity of an existing transmission tower structure according to claim 1, characterized in that: The process of identifying the location of local damage in the transmission tower structure includes: The structural stiffness attenuation of the local damage position is used to characterize the damage state, and the structural stiffness of the local damage position is gradually reduced from the initial design conditions. The operational modal analysis is used to obtain the structural stiffness parameters of the local damage position that match the actual modal parameters of the existing transmission tower measured. The modal confidence criterion of the modal vibration mode is adopted, and the modal change ratio of the vibration mode curvature is used as the modal confidence parameter. The modal parameters of the existing transmission tower structure and the modal parameters of the natural vibration mode are traversed and compared to determine the local damage position of the existing transmission tower structure.

5. The method for detecting and estimating the bearing capacity of an existing transmission tower structure according to claim 1, characterized in that: The process of obtaining a buckling modal analysis model includes: Under the condition of modal consistency, the equivalent support constraint stiffness is adjusted until the equivalent support constraint stiffness matching the modal parameters of the natural vibration mode is obtained; the foundation constraint is replaced by the matching equivalent support constraint, and a buckling modal analysis model is established, wherein the buckling modal analysis model uses stiffness parameters characterizing local damage to correct the numerical model of the superstructure, and uses the equivalent support constraint stiffness of the corresponding conditions to characterize the lower foundation.

6. The method for detecting and estimating the bearing capacity of an existing transmission tower structure according to claim 5, characterized in that: The process of obtaining the buckling modal ultimate bearing capacity includes: Based on the buckling modal analysis model, buckling modal analysis of transmission towers under initial design conditions and actual damage conditions is performed respectively. The modal characteristic order corresponding to the first mutation of the buckling modal strain energy is obtained by using the buckling modal strain energy trend diagram method of different modal orders. Buckling nonlinear analysis is performed under the modal characteristic order to obtain the buckling modal ultimate bearing capacity.

7. The method for detecting and estimating the bearing capacity of an existing transmission tower structure according to claim 6, characterized in that: The attenuation degree of the bearing capacity of the existing transmission tower structure is evaluated by the ratio of the ultimate bearing capacity of the buckling mode under actual damage conditions to that under initial design conditions.

8. A computer device comprising: A memory, a processor, and a computer program stored in the memory and executable on the processor, characterized in that the processor executes the computer program to implement the steps of a method for detecting and estimating the bearing capacity of an existing transmission tower structure as described in any one of claims 1-7.

9. A computer-readable storage medium having a computer program stored thereon, characterized in that: When the computer program is executed by a processor, the steps of a method for detecting and estimating the bearing capacity of an existing transmission tower structure as described in any one of claims 1 to 7 are implemented.

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