A method for analyzing damage of concrete in a foundation anchorage area of a power transmission line

Abstract

The application discloses a kind of transmission line foundation anchoring area concrete damage analysis method, it is related to transmission line foundation anchoring area concrete damage analysis technical field, including the following steps: obtaining the anchoring structure information and tower leg load direction of target transmission line foundation, determine the anchoring load path corresponding to each anchor bolt;Collect the nondestructive testing response of anchoring area concrete, determine concrete abnormal area;Corresponding with anchoring load path, determine the load associated abnormal area of concrete abnormal area;According to the consistency between the change of pre-acquired detection response and the stress change direction of corresponding anchor bolt, determine the load sensitivity of load associated abnormal area;Based on load sensitivity, the position of load associated abnormal area in anchoring load path and detection response residual change, identify damage attribute and output damage analysis result.The application can improve the judgment accuracy of the relationship between anchoring area concrete anomaly and actual bearing degradation.

Description

Technical Field

[0001] This invention relates to the field of concrete damage analysis technology in the anchorage zone of transmission line foundations, and more specifically, to a method for analyzing concrete damage in the anchorage zone of transmission line foundations. Background Technology

[0002] The foundation of a transmission line is a crucial structure that supports the transmission tower and transfers the tower load to the ground. The connection and load transfer between the tower legs and the foundation are typically achieved through the base plate, anchor bolts, and the concrete in the anchorage zone. During long-term operation, the transmission line foundation is affected by factors such as wind loads, icing loads, conductor tension, temperature variations, and uneven ground deformation. The tower leg load is repeatedly transferred through the anchor bolts and the surrounding concrete, making the anchorage zone prone to surface cracks, localized loosening, interface debonding, crushing, or damage extending along the load transfer direction. Since the anchorage zone is located at the transition point between the base plate, anchor bolts, and the concrete foundation, damage there not only affects the local integrity of the concrete but may also impact the anchorage reliability of the anchor bolts and the overall load-bearing safety of the transmission tower foundation.

[0003] Existing methods for analyzing transmission line foundation damage typically detect foundation cracks, anchor bolt defects, and overall structural response separately, such as through visual inspection, non-destructive testing, anchor bolt inspection, or overall tower vibration monitoring to determine the foundation condition. However, these methods often focus on abnormal locations, crack morphology, or the condition of individual components, failing to correlate detected anomalies in the anchorage zone concrete with the corresponding anchorage bearing paths of each anchor bolt under the constraint of tower leg load direction. They also lack mechanisms to identify damage attributes by combining changes in detection response, corresponding anchor bolt stress changes, and residual changes in the detection response. Therefore, when anomalies are detected in the anchorage zone concrete, it is difficult to determine whether these anomalies contribute to actual load-bearing degradation, making it difficult to distinguish between ordinary surface cracks, initial defects, anchorage interface debonding, and load-bearing damage induced by operating loads. This affects the accuracy of transmission line foundation condition assessment and operation and maintenance decisions.

[0004] The aforementioned disclosed technical solutions have at least the following technical problems: Existing methods for analyzing foundation damage in transmission lines typically detect foundation cracks, anchor bolt defects, and overall structural response separately. They fail to correlate abnormal concrete detection in the anchorage zone with the corresponding anchorage bearing paths of each anchor bolt under the constraint of tower leg load direction. They also lack a mechanism to identify damage attributes by combining changes in detection response, changes in the corresponding anchor bolt stress, and residual changes in detection response. This makes it difficult to determine whether abnormal concrete in the anchorage zone participates in actual bearing degradation, and consequently makes it difficult to distinguish between ordinary surface cracks, initial defects, anchorage interface debonding, and bearing damage induced by operating loads. Summary of the Invention

[0005] To overcome the aforementioned deficiencies of the prior art, embodiments of the present invention provide a method for analyzing concrete damage in the anchorage zone of a transmission line foundation. This method associates concrete anomalies in the anchorage zone with the anchorage bearing path corresponding to the anchor bolts, and identifies damage attributes by combining changes in detection response, changes in the corresponding anchor bolt force, and changes in residual detection response. This solves the problems of the prior art, which makes it difficult to determine whether concrete anomalies in the anchorage zone participate in actual bearing degradation and difficult to distinguish different damage attributes.

[0006] To achieve the above objectives, the present invention provides the following technical solution: A method for analyzing concrete damage in the anchorage zone of a transmission line foundation includes the following steps: acquiring the anchorage structure information and tower leg load direction of the target transmission line foundation, and determining the anchorage bearing path corresponding to each anchor bolt; collecting the non-destructive testing response of the concrete in the anchorage zone to determine the concrete anomaly zone; mapping the concrete anomaly zone to the anchorage bearing path to determine the bearing-related anomaly zone; determining the load sensitivity of the bearing-related anomaly zone based on the consistency between the pre-acquired test response changes and the corresponding anchor bolt force change direction; and identifying damage attributes and outputting damage analysis results based on the load sensitivity, the location of the bearing-related anomaly zone in the anchorage bearing path, and the residual changes in the test response.

[0007] In a preferred embodiment, determining the anchorage bearing path corresponding to each anchor bolt includes: determining the relative load position of each anchor bolt under the same tower leg relative to the load direction based on the tower leg load direction; determining the stress state and stress contribution relationship of each anchor bolt under the current tower leg load direction based on the relative load position; determining the target anchor bolt participating in the current main load transmission from the anchor bolts under the same tower leg based on the stress contribution relationship; and determining the anchorage bearing path corresponding to the target anchor bolt based on the stress state of the target anchor bolt and its stress transmission relationship with the surrounding anchorage structure.

[0008] In a preferred embodiment, determining the load-relative positions of anchor bolts under the same tower leg relative to the load direction includes: using the anchor bolt group under the same tower leg or the corresponding position of the tower leg as a positioning reference, establishing a load direction reference axis according to the load direction of the tower leg; obtaining the positions of each anchor bolt relative to the positioning reference, and projecting the positions of each anchor bolt onto the load direction reference axis; and determining the distribution positions of each anchor bolt relative to the load line based on the projection results of each anchor bolt on the load direction reference axis.

[0009] In a preferred embodiment, determining the force contribution order of each anchor bolt includes: determining the lever arm relationship of each anchor bolt relative to the load direction based on the projected position of each anchor bolt relative to the load direction; determining the force contribution index of each anchor bolt based on the lever arm relationship, the force state of each anchor bolt under the current load direction of the tower leg, and the correspondence between each anchor bolt and the load transmission direction; and sorting the anchor bolts under the same tower leg according to the force contribution index to obtain the force contribution order of each anchor bolt.

[0010] In a preferred embodiment, the step of acquiring the non-destructive testing response of the concrete in the anchorage zone and determining the concrete anomaly zone includes: establishing the anchorage zone detection coordinates based on the anchorage structure information, and associating the non-destructive testing response with the detection position in the anchorage zone detection coordinates; acquiring the non-destructive testing response of the concrete in the anchorage zone under the anchorage zone detection coordinates, and eliminating interference responses corresponding to known non-concrete component positions; determining the local reference response based on the background response within the same detection area; comparing the non-destructive testing response at each detection position with the local reference response to determine the continuous deviation area of ​​the response; and determining the anomaly boundary based on the response change transition relationship between the continuous deviation area of ​​the response and the surrounding background area. Based on the abnormal boundary, the regions with continuous deviations in response are merged to form the concrete abnormal zone.

[0011] In a preferred embodiment, determining the abnormal boundary based on the response change transition relationship between the continuous deviation region and the surrounding background region includes: determining the local background response trend based on the background response around the continuous deviation region; comparing the nondestructive testing response of the continuous deviation region and its surrounding region with the local background response trend to obtain the response deviation amount at each detection location; extracting the response deviation amount change sequence along the direction from the continuous deviation region to the surrounding background region; determining candidate boundary points based on the position where the response deviation amount transitions from the abnormal deviation state to the background response state in the response deviation amount change sequence; and forming the abnormal boundary of the concrete abnormal zone based on adjacent candidate boundary points.

[0012] In a preferred embodiment, determining candidate boundary points includes: performing sliding window fitting on the response deviation change sequence to obtain the local change slope corresponding to each detection position; and selecting the detection position between the abnormal deviation region and the background region where the local change slope satisfies the maximum change condition as a candidate boundary point.

[0013] In a preferred embodiment, the step of mapping the concrete anomaly area to the anchorage bearing path to determine the bearing-related anomaly area includes: determining the spatial and directional correspondence between the concrete anomaly area and the anchorage bearing path under the anchorage area detection coordinates; determining whether the concrete anomaly area is located within the influence range of the anchorage bearing path under the current tower leg load direction based on the spatial and directional correspondence; when the concrete anomaly area is located within the influence range of the anchorage bearing path, or extends along the load transfer direction of the anchorage bearing path, the concrete anomaly area is determined as a bearing-related anomaly area; when the concrete anomaly area does not enter the influence range of the anchorage bearing path, and its extension direction does not correspond to the load transfer direction, the concrete anomaly area is determined as a non-bearing-related anomaly area.

[0014] In a preferred embodiment, determining the load sensitivity of the load-bearing associated anomaly zone includes: using a load state as a benchmark, obtaining the direction of change in the detection response of the load-bearing associated anomaly zone under different tower leg load states; determining the corresponding target anchor bolt according to the anchoring bearing path, and determining the direction of its force change under the same load state; when the number of times the abnormal increase in detection response corresponds to the increase in the force of the target anchor bolt, or the abnormal decrease in detection response corresponds to the decrease in the force of the target anchor bolt, reaches a preset proportion, it is determined that the load-bearing associated anomaly zone has load sensitivity.

[0015] In a preferred embodiment, the step of identifying damage attributes and outputting damage analysis results based on load sensitivity, the location of the load-bearing associated anomaly zone in the anchorage bearing path, and the residual change in the detection response includes: determining the location type of the load-bearing associated anomaly zone in the anchorage bearing path; determining the residual change in the detection response based on the residual deviation of the detection response relative to the baseline response after load reduction or load recovery; identifying the damage attributes of the load-bearing associated anomaly zone based on the combination relationship between the location type, load sensitivity, and residual change in the detection response; and outputting the concrete damage analysis results of the anchorage zone based on the damage attributes, the anchor bolts corresponding to the load-bearing associated anomaly zone, and the range of the anomaly zone.

[0016] The technical effects and advantages of the present invention regarding the method for analyzing concrete damage in the anchorage zone of transmission line foundations are as follows: This invention determines the anchorage bearing path corresponding to each anchor bolt by acquiring anchorage structure information and tower leg load direction. It then correlates the concrete anomaly areas obtained from nondestructive testing with the anchorage bearing path, and determines the load sensitivity by combining the consistency between the detection response change and the corresponding anchor bolt force change direction. Furthermore, it identifies damage attributes based on load sensitivity, the location of the anomaly area in the anchorage bearing path, and the residual change in the detection response. Compared with existing technologies that only independently detect foundation cracks, anchor bolt defects, or overall structural response, this invention can link the concrete anomaly in the anchorage area with the actual load transfer relationship. This helps to determine whether the anomaly participates in the anchorage bearing degradation, thereby more reasonably distinguishing ordinary surface cracks, initial defects, anchorage interface debonding, and bearing damage induced by operating loads. This improves the correspondence between the anchorage damage analysis results and the actual stress state of the transmission line foundation, providing a more targeted basis for subsequent maintenance, reinforcement, or continuous monitoring. Attached Figure Description

[0017] Figure 1 This is a flowchart illustrating a method for analyzing concrete damage in the anchorage zone of a transmission line foundation according to the present invention. Figure 2 These are load response variation curves for different anomaly types in embodiments of the present invention; Figure 3 This is a comparison chart of residual response deviation after unloading in an embodiment of the present invention; Figure 4 This is a damage attribute determination matrix diagram based on load sensitivity and residual response in an embodiment of the present invention. Detailed Implementation

[0018] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those of ordinary skill in the art without creative effort are within the scope of protection of the present invention.

[0019] Example 1, Figure 1 This invention provides a method for analyzing concrete damage in the anchorage zone of a transmission line foundation, comprising the following steps: S1, obtain the anchorage structure information of the target transmission line foundation and the load direction of the tower legs, and determine the anchorage bearing path corresponding to each anchor bolt; In this embodiment, the anchorage structure information refers to information used to characterize the relative positions and anchorage relationships between the tower legs, tower foot plates, anchor bolts, and foundation concrete, including at least one of the following: anchor bolt arrangement position, anchor bolt spacing, anchorage depth, tower foot plate edge position, foundation edge position, and concrete cover range. The tower leg load direction refers to the direction in which the tower legs transmit tensile, compressive, shear, or bending moment forces to the foundation under current operating or design conditions.

[0020] Determining the anchorage bearing path corresponding to each anchor bolt includes: Determine the distribution position of anchor bolts under the same tower leg relative to the line of action of the load based on the direction of the tower leg load; Based on the distribution of anchor bolts relative to the load line of action, determine the tension, compression or shear state of each anchor bolt under the current load direction, and determine the order of force contribution of each anchor bolt. Anchor bolts whose force contribution sequence meets the preset conditions are identified as target anchor bolts; Based on the stress state, anchorage depth, location of adjacent anchor bolts, and location of the foundation edge of the target anchor bolt, determine the anchorage bearing path corresponding to the target anchor bolt.

[0021] The preset conditions include: the force contribution index is in the top preset position of all anchor bolts under the same tower leg; or the force contribution index is greater than the average value of the force contribution index of all anchor bolts under the same tower leg; or the cumulative force contribution index reaches the preset proportion of the total contribution index under the corresponding stress state.

[0022] In this embodiment, the anchorage bearing path is not a fixed geometric region, but rather a stress-affected region related to the tower leg load direction, the anchor bolt stress state, and the structural relationship of the anchorage zone. When the target anchor bolt is in tension, the anchorage bearing path includes the circumferential anchorage interface of the anchor bolt and its pull-out resistance range extending to the surrounding concrete; when the target anchor bolt is in shear, the anchorage bearing path includes the concrete on the lateral compression side of the anchor bolt and the adjacent constraint area; when the tower leg plate is in compression, the anchorage bearing path includes the area where the compressive stress below the tower leg plate diffuses into the foundation concrete.

[0023] The determination of the distribution positions of anchor bolts under the same tower leg relative to the load line based on the tower leg load direction includes: Using the geometric center of the same anchor bolt group under the same tower leg or the center of the tower leg as the origin of the coordinate system, and the projection direction of the tower leg load direction onto the top surface of the foundation as the first reference direction, the coordinates of the center points of each anchor bolt are obtained. The coordinates of the center points of each anchor bolt are projected onto the first reference direction and its perpendicular direction to obtain the signed projection distance of each anchor bolt relative to the tower leg load direction. The signed projection distance is used to characterize the positional relationship of each anchor bolt on the tension side, compression side, or neutral region.

[0024] Furthermore, determining the order of force contribution of each anchor bolt includes: Based on the signed projection distance of each anchor bolt, the lever arm of each anchor bolt relative to the load direction of the tower leg is determined. Anchor bolts located on the tension side with a larger lever arm are identified as anchor bolts with higher pull-out resistance, anchor bolts located on the compression side and close to the compressive stress transfer area of ​​the tower leg plate are identified as anchor bolts with higher compressive stress contribution, and anchor bolts located on the lateral load side and close to the shear force transfer direction are identified as anchor bolts with higher shear contribution. According to the relationship between the lever arm size, stress state, and load transfer direction, the anchor bolts are sorted to obtain the order of stress contribution.

[0025] Therefore, this embodiment does not determine the load-bearing area solely based on the fixed geometry around the anchor bolts, but rather combines the load direction of the tower legs and the force contribution of the anchor bolts to determine the anchorage load-bearing path that actually participates in the main load transfer under the current working conditions, thereby reducing the possibility of misjudging ordinary cracks or initial defects in non-main load-bearing areas as load-bearing related damage.

[0026] S2, collect the non-destructive testing response of the concrete in the anchorage zone to determine the abnormal concrete zone; In this embodiment, the concrete anomaly zone refers to a suspected anomaly area in the anchorage zone concrete where the non-destructive testing response continuously deviates from the local reference response of the same area, forming an identifiable boundary. The concrete anomaly zone is used to characterize areas that may have cracks, voids, debonding, insufficient compaction, or interface abnormalities, and is not directly equivalent to a load-bearing damage area.

[0027] The non-destructive testing response of the concrete in the anchorage zone is collected to determine abnormal concrete areas, including: Based on the anchorage structure information, the detection coordinates of the anchorage area are established, and the positional relationship between the detection points or detection lines and the anchor bolts, tower foot plate edges and foundation edges is associated. The detection lines refer to the pre-defined linear sampling paths within the concrete detection area of ​​the anchorage area, and the non-destructive testing equipment continuously or intermittently collects detection responses along the detection lines. The non-destructive testing response of the concrete in the anchorage zone is collected under the detection coordinates of the anchorage zone, and the interference response corresponding to the position of the metal component is eliminated based on the known position of the anchor bolt, reinforcing bar or tower foot plate. Using test points or test lines with stable response changes within the same test area as background areas, the local reference response of the concrete in the anchorage zone is determined. The non-destructive testing response at each detection location is compared with the local reference response to determine the region of continuous response deviation. The anomaly boundary is determined based on the change in response gradient between the continuous deviation region and the surrounding background region. Response deviation regions located within the same abnormal boundary or whose boundaries are interconnected are merged to form a concrete abnormal zone, and the location range, abnormal intensity, and extension direction of the concrete abnormal zone are recorded.

[0028] Furthermore, determining the anomaly boundary based on the response gradient change between the continuous deviation region and the surrounding background region includes: Detection points or detection lines with stable response changes are selected around the area of ​​continuous response deviation to form a local background response trend; The non-destructive testing response of the continuously deviating region and its surrounding region is compared with the local background response trend to obtain the response deviation at each detection location; The region with a high level of response deviation and a continuous spatial distribution is taken as the internal region of the anomaly, and the response deviation change sequence is extracted along the direction from the internal region of the anomaly to the surrounding background region. Based on the sequence of changes in response deviation, determine the position where the response deviation transitions from a relatively stable state within the anomaly to a state of regression to the background response. The location is used as a candidate boundary point, and adjacent candidate boundary points are connected to form the abnormal boundary of the concrete abnormal zone.

[0029] Compared to methods that directly determine abnormal boundaries based on the original detection response or a fixed threshold, this embodiment uses local background response trend subtraction and response deviation regression location identification to more accurately distinguish between the true abnormal boundary of the concrete in the anchorage zone and the response changes caused by metal component reflection, protective layer changes, and detection coupling differences, thereby improving the reliability of determining the range of the abnormal concrete zone.

[0030] Further, determining the position where the response deviation changes from a relatively stable state within the anomaly to a state regressing towards the background response, based on the response deviation change sequence, includes: Along the direction from the internal region of the anomaly to the surrounding background region, the response deviations at each detection location are arranged sequentially to form a sequence of response deviation changes. A sliding window is used to fit the sequence of changes in response deviation to obtain the local change slope corresponding to each detection position. The internal reference segment of the anomaly is determined based on the continuous detection positions that are close to the internal region of the anomaly and have a small change in the magnitude of the response deviation. The background reference segment is determined based on the continuous detection positions that are close to the surrounding background region and have a response deviation that is close to the local background response fluctuation level. When the slope of the local change before a certain detection position is within the slope fluctuation range of the reference segment inside the anomaly, and the slope of the local change after the detection position continuously points to the background reference segment and makes the response deviation continuously decrease, the detection position is determined as the position where the response deviation changes from the relatively stable state inside the anomaly to the state of regression to the background response. When there are multiple locations that meet the conditions, the detection location with the largest absolute value of the local change slope is selected as the candidate boundary point.

[0031] The anomaly internal reference segment refers to a continuous detection segment where the response deviation is at a high level and the change in amplitude between adjacent detection positions is small; the background reference segment refers to a continuous detection segment where the response deviation is close to zero or close to the local background response fluctuation level. The local change slope continuously pointing to the background reference segment means that along the direction from the anomaly internal region to the surrounding background region, the response deviation shows a continuous decreasing trend, and this decreasing trend continues to the background reference segment.

[0032] In this embodiment, the survey line pointing from the internal region of the anomaly to the surrounding background region is defined as follows:

[0033] This indicates the measured nondestructive testing response at the detection location. This represents the local background response corresponding to the detection location. For the i-th detection position, the response deviation is... for:

[0034] Local background response It can be obtained by fitting the detection response of the surrounding background region:

[0035] Alternatively, when the background response exhibits a slow, nonlinear change along the survey line, the following approach can be adopted:

[0036] in, For the nth survey line, , , The fitting coefficients are determined by the least squares method from the response data of the detection points in the surrounding background area.

[0037] For the response deviation sequence Perform local fitting using a sliding window and calculate the local change slope at the i-th detection position. :

[0038]

[0039]

[0040] in, Let be the slope of the local change at the i-th detection position. This represents the average value of the detected positions within the window. The average value of the response deviation is given, and m is the half-width of the sliding window.

[0041] Continuous detection points near the anomaly's interior region are selected as the anomaly interior reference segment I, and continuous detection points near the surrounding background region are selected as the background reference segment B. The average response deviation and fluctuation degree of the two are respectively:

[0042]

[0043]

[0044]

[0045] in, , These are the average response deviations of the internal reference segment of the anomaly and the background reference segment, respectively. , These represent the fluctuation levels of the internal reference segment and the background reference segment, respectively.

[0046] Construct a set of candidate boundary points :

[0047] in, The allowable coefficient is used to characterize the allowable range of background response fluctuations and can be determined according to the detection noise level. The above conditions indicate that before the detection position i, the response deviation is still close to the stable deviation level inside the anomaly, and after the detection position i, the response deviation decreases continuously and gradually returns to the range of background response fluctuations.

[0048] The candidate boundary point p is determined by the following formula:

[0049] The corresponding anomaly boundary location is That is, the detection location that meets the conditions and has the largest absolute value of the local change slope. This is determined as the position where the response deviation transitions from a relatively stable state within the anomaly to a state regressing towards the background response.

[0050] In this embodiment, the non-destructive testing can employ at least one of ultrasonic testing, impact echo testing, radar testing, acoustic emission testing, vibration testing, or surface crack image detection. The reference response can be the detection response of a region far from the anchorage bearing path within the same foundation, the detection response of a similar intact foundation, a historical detection response, or a theoretical response under design conditions.

[0051] Compared to existing technologies that rely solely on single-point detection values ​​to determine whether concrete is abnormal, this embodiment unifies the non-destructive testing response to the anchorage zone detection coordinates and combines the spatial continuity of abnormal locations to form an abnormal concrete zone. This provides an accurate spatial basis for subsequent determination of whether the abnormal zone is located within the anchorage bearing path under the current load direction, avoiding the misinterpretation of isolated noise points or interference from metal components as concrete damage.

[0052] S3, map the abnormal concrete areas to the anchorage bearing paths to determine the bearing-related abnormal areas; In this embodiment, the load-bearing associated anomaly zone refers to a concrete anomaly zone that overlaps with, continuously extends, or has a corresponding depth to the anchorage load-bearing path under the current tower leg load direction. The term "load-bearing associated anomaly zone" only indicates that the anomaly zone is associated with the current load transfer area and is not directly equivalent to load-bearing damage.

[0053] The process of mapping abnormal concrete zones to anchorage bearing paths to determine bearing-related abnormal zones includes: Under the detection coordinates of the anchorage zone, determine the overlap ratio between the abnormal concrete zone and the anchorage bearing path, the continuous length along the load transfer direction, the depth overlap range, and the minimum interval between the two. The degree of bearing correlation between the abnormal concrete zone and the anchorage bearing path is determined based on the overlap ratio, continuous length, depth overlap range, and minimum interval distance. When the abnormal concrete zone enters the range of the anchorage bearing path, or extends continuously along the load transfer direction of the anchorage bearing path, the abnormal concrete zone is defined as the bearing-related abnormal zone. When the concrete anomaly zone only contacts the edge of the anchorage bearing path, or when its extension direction has no corresponding relationship with the load transfer direction, the concrete anomaly zone is identified as a non-bearing associated anomaly zone.

[0054] The load-bearing correlation degree is used to characterize the strength of the correspondence between the abnormal concrete zone and the anchorage load-bearing path that actually participates in the load under the current tower leg load direction. The load-bearing correlation degree can be determined based on the proportion of the area of ​​the abnormal concrete zone entering the anchorage load-bearing path, the continuous length along the anchorage load-bearing path direction, the distance from the target anchor bolt or tower leg plate stress area, and the angle between the extension direction of the abnormal zone and the load transfer direction.

[0055] Therefore, this embodiment does not determine whether an abnormal area is related solely based on whether it is close to the anchor bolts. Instead, it uses the anchorage bearing path determined under the current tower leg load direction to screen the concrete abnormal area for bearing correspondence, thus eliminating abnormal areas that are close to the anchor bolts but do not participate in the current load transfer.

[0056] S4. Based on the consistency between the pre-obtained detection response change and the corresponding anchor bolt force change direction, determine the load sensitivity of the bearing-related abnormal zone. In this embodiment, the load sensitivity refers to the degree to which the non-destructive testing response of the load-bearing associated anomaly zone changes synchronously with the stress on the corresponding anchor bolt. If the abnormal response of the load-bearing associated anomaly zone intensifies when the stress on the corresponding anchor bolt increases, and weakens or partially recovers when the stress on the corresponding anchor bolt decreases, it indicates that the load-bearing associated anomaly zone has load sensitivity. The load sensitivity is used to characterize whether the anomaly zone is affected by the current anchorage load, but it is not directly equivalent to load-bearing damage.

[0057] The enhanced abnormal response refers to a more significant abnormal deviation of the nondestructive testing response relative to the baseline state, including at least one of the following: reduced wave velocity, increased echo amplitude, increased acoustic emission events, increased local vibration amplitude, increased crack opening and closing, or abnormally enhanced electromagnetic response; the weakened abnormal response refers to a reduction in the degree of the above-mentioned abnormal deviation.

[0058] The consistency between the detected response change and the corresponding anchor bolt force change direction is obtained in advance through the following method: Obtain the non-destructive testing response of the same load-bearing associated anomaly zone under different tower leg load states, and take one of the load states as the reference state to determine the direction of change of the detection response of the load-bearing associated anomaly zone under each load state. Based on the anchorage bearing path, determine the target anchor bolts corresponding to the bearing-related abnormal area; Based on the direction of the tower leg load, the position of the target anchor bolt relative to the load line of action, and the tensile, compressive, or shear state of the target anchor bolt, determine the direction of force change of the target anchor bolt under each load state. The direction of change in the detection response is compared with the direction of change in the force on the target anchor bolt. When the force on the target anchor bolt increases and the detection response is abnormally enhanced, or when the force on the target anchor bolt decreases and the detection response is abnormally weakened, it is determined that the two are consistent under the load state. Based on the number or proportion of consistent values ​​under multiple load conditions, the consistency between the change in the detection response and the direction of the corresponding change in the force on the anchor bolts is obtained.

[0059] The determination of load sensitivity in the load-bearing associated anomaly zone includes: Determine the direction of abnormal response changes in the load-bearing associated anomaly zone under different tower leg load conditions; Determine the direction of force change of the target anchor bolts corresponding to the load-bearing abnormal zone under the same load condition; Determine whether the direction of abnormal response change is consistent with the direction of force change on the target anchor bolts; When the consistency relationship is satisfied under multiple load states, or when the number of load states that satisfy the consistency relationship reaches a set proportion of the number of effective load states, the load-bearing associated abnormal zone is determined to have load sensitivity. When the abnormal response change in the load-bearing associated abnormal zone does not change with the corresponding anchor bolt force change, or when its change direction has no stable correspondence with the corresponding anchor bolt force change direction, it is determined that the load-bearing associated abnormal zone does not have load sensitivity.

[0060] Compared to existing technologies that determine damage attributes solely based on the location of abnormal areas, this embodiment distinguishes between static initial construction defects and abnormal areas affected by loads by determining whether the abnormal response changes with the force applied to the corresponding anchor bolts.

[0061] Figure 2 The changes in abnormal response deviations for different types of concrete anomalies during loading-unloading cycles are presented. The horizontal axis represents the tower leg load state, and the vertical axis represents the abnormal response deviation. As shown in the figure, the curve corresponding to ordinary surface cracks is basically close to the zero baseline, indicating that its detection response changes little with load. The curve corresponding to initial defects maintains a stable positive offset, indicating that it mainly manifests as a relatively stable inherent anomaly. The curve corresponding to debonding at the anchorage interface increases with increasing load and drops significantly after unloading, indicating that it has a certain load sensitivity and is partially recoverable. The curve corresponding to bearing capacity damage increases significantly during the loading stage and maintains a high deviation level after unloading, indicating that this type of anomaly is not only sensitive to load changes but also has residual accumulation characteristics. This figure is used to illustrate that this embodiment can distinguish between static anomalies and load-related anomalies affected by load by detecting the relationship between changes in detection response and load state.

[0062] Figure 3The figure presents a comparison of residual response deviations for different anomaly types after unloading. This figure represents the degree of deviation in the detection response of the load-bearing associated anomaly zone relative to its initial state after unloading. As shown in the figure, the residual response of ordinary surface cracks is close to zero, indicating that its impact on anchorage load degradation is relatively small; the initial defects exhibit a certain stable residual offset, reflecting that they are more likely to be inherent deviations caused by materials or construction; the residual response of anchorage interface debonding is small, indicating that it has partial recovery characteristics after load reduction; the residual response of load-bearing damage is significantly larger, indicating that it has undergone irreversible cumulative changes after loading. This figure is used to illustrate that by introducing residual changes in the detection response, this embodiment can further identify whether anomalies have an irreversible load-bearing damage trend.

[0063] S5 identifies damage attributes and outputs damage analysis results based on load sensitivity, the location of the load-bearing associated abnormal area in the anchorage bearing path, and the residual changes in the detection response.

[0064] In this embodiment, the residual change in the detection response refers to the abnormal deviation retained when the detection response in the load-bearing associated abnormal zone fails to return to the baseline response state after the stress on the corresponding anchor bolts decreases or the tower leg load recovers to the baseline state. This residual change in the detection response is used to characterize whether the concrete anomaly exhibits an irreversible expansion or cumulative damage trend.

[0065] The method for identifying damage attributes based on load sensitivity, the location of the load-bearing associated anomaly zone in the anchorage bearing path, and the residual changes in the detected response includes: Obtain the load sensitivity judgment result of the load-bearing associated abnormal zone, and determine the location type of the load-bearing associated abnormal zone in the anchorage bearing path. The location type includes at least one of the following: surface location, anchor bolt circumferential anchorage interface location, tower foot plate compressive stress diffusion location, and location extending along the load transfer direction. Based on the changes in detection response under different tower leg load conditions, determine the residual changes in detection response of the load-bearing associated anomaly zone after load reduction or load recovery; When the load-bearing associated abnormal zone is located on the surface and does not have load sensitivity, it is identified as a normal surface crack. When the load-bearing associated abnormal area is located within the anchorage load-bearing path but is not load-sensitive, and the residual change in the detection response remains stable in multiple detections, it is identified as an initial construction defect. When the load-bearing associated abnormal area is located at the circumferential anchorage interface of the anchor bolt and is load-sensitive, but the detection response can partially recover after the load is reduced, it is identified as anchorage interface debonding. When the load-bearing associated abnormal zone extends along the load transfer direction and simultaneously exhibits load sensitivity and residual changes in detection response, it is identified as load-bearing damage induced by operating load. Based on the identified damage attributes, the anchor bolts corresponding to the load-bearing associated abnormal area, the range of the abnormal area, and the degree of residual change in the detection response, the concrete damage analysis results of the anchorage zone are output.

[0066] In this embodiment, the damage analysis results include at least one of the following: damage location, corresponding anchor bolt, damage attributes, load sensitivity judgment results, degree of residual change in detection response, and bearing capacity impact level.

[0067] Therefore, this embodiment does not only determine the damage type based on the location of the abnormal area, but also combines load sensitivity and residual changes in the detection response. It can distinguish between static ordinary cracks or initial construction defects, as well as load-bearing damage that responds with load changes and has an irreversible trend, thereby improving the accuracy of identifying concrete damage attributes in the anchorage zone.

[0068] Figure 4 A matrix for anomaly type determination based on load sensitivity and residual response characteristics is presented. This matrix maps anomaly type, response trend during loading, residual response characteristics after unloading, and corresponding mechanistic properties: ordinary surface cracks exhibit near-zero change and near-zero residual load; initial defects show stable displacement with minimal change with load; anchorage interface debonding increases with load and partially recovers after unloading; load-bearing damage significantly increases with load and shows significant residual accumulation after unloading. This figure illustrates that this embodiment does not determine damage attributes solely based on the location of the anomaly zone, but rather combines load sensitivity, detected residual changes in response, and anomaly mechanism characteristics for a comprehensive determination, thereby improving the accuracy of distinguishing between ordinary surface cracks, initial defects, anchorage interface debonding, and load-bearing damage induced by operating loads.

[0069] The above formulas are all dimensionless calculations. The formulas are derived from software simulations based on a large amount of collected data to obtain the most recent real-world results. The preset parameters in the formulas are set by those skilled in the art according to the actual situation.

[0070] The above embodiments can be implemented, in whole or in part, by software, hardware, firmware, or any other combination thereof. When implemented using software, the above embodiments can be implemented, in whole or in part, in the form of a computer program product.

[0071] Those skilled in the art will recognize that the modules and algorithm steps of the various examples described in conjunction with the embodiments disclosed herein can be implemented in electronic hardware, or a combination of computer software and electronic hardware. Whether these functions are implemented in hardware or software depends on the specific application and design constraints of the technical solution. Those skilled in the art can use different methods to implement the described functions for each specific application, but such implementation should not be considered beyond the scope of this application.

[0072] In addition, the functional modules in the various embodiments of this application can be integrated into one processing module, or each module can exist physically separately, or two or more modules can be integrated into one module.

[0073] The above description is merely a specific embodiment of this application, but the scope of protection of this application is not limited thereto. Any variations or substitutions that can be easily conceived by those skilled in the art within the scope of the technology disclosed in this application should be included within the scope of protection of this application. Therefore, the scope of protection of this application should be determined by the scope of the claims.

[0074] In conclusion, the above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the protection scope of the present invention.

Claims

1. A method for analyzing concrete damage in the anchorage zone of a transmission line foundation, characterized in that, Includes the following steps: Obtain information on the anchorage structure of the target transmission line foundation and the load direction of the tower legs to determine the anchorage bearing path corresponding to each anchor bolt. Collect non-destructive testing responses of the concrete in the anchorage zone to identify abnormal areas in the concrete; By mapping the abnormal concrete areas to the anchorage bearing paths, the bearing-related abnormal areas are identified. Based on the consistency between the pre-obtained detection response changes and the corresponding anchor bolt force change directions, the load sensitivity of the bearing-related abnormal zone is determined; Based on load sensitivity, the location of the load-related abnormal area in the anchorage bearing path, and the residual changes in the detection response, damage attributes are identified and damage analysis results are output.

2. The method for analyzing concrete damage in the anchorage zone of a transmission line foundation according to claim 1, characterized in that, Determining the anchorage bearing path corresponding to each anchor bolt includes: Based on the load direction of the tower leg, determine the relative load position of the anchor bolts under the same tower leg relative to the load direction; Based on the relative position of the load, determine the stress state and stress contribution relationship of each anchor bolt under the current tower leg load direction; Based on the force contribution relationship, the target anchor bolts that participate in the current main load transfer are determined from the anchor bolts under the same tower leg. Based on the stress state of the target anchor bolt and its stress transmission relationship with the surrounding anchoring structure, determine the anchoring bearing path corresponding to the target anchor bolt.

3. The method for analyzing concrete damage in the anchorage zone of a transmission line foundation according to claim 2, characterized in that, Determining the relative position of the anchor bolts under the same tower leg with respect to the direction of load application includes: Use the same anchor bolt group under the same tower leg or the corresponding position of the tower leg as the positioning reference, and establish a load direction reference axis according to the load direction of the tower leg. Obtain the position of each anchor bolt relative to the positioning reference, and project the position of each anchor bolt onto the load direction reference axis; Based on the projection of each anchor bolt onto the reference axis in the load direction, the distribution position of each anchor bolt relative to the load line is determined.

4. The method for analyzing concrete damage in the anchorage zone of a transmission line foundation according to claim 3, characterized in that, The determination of the force contribution order of anchor bolts includes: Based on the projected position of each anchor bolt relative to the direction of load application, determine the lever arm relationship of each anchor bolt relative to the direction of tower leg load. Based on the lever arm relationship, the stress state of each anchor bolt under the current tower leg load direction, and the correspondence between each anchor bolt and the load transfer direction, determine the stress contribution index of each anchor bolt. According to the aforementioned force contribution index, the anchor bolts under the same tower leg are sorted to obtain the force contribution order of each anchor bolt.

5. The method for analyzing concrete damage in the anchorage zone of a transmission line foundation according to claim 4, characterized in that, The non-destructive testing response of the concrete in the anchorage zone is collected to determine abnormal concrete areas, including: Anchorage zone detection coordinates are established based on anchorage structure information, and the non-destructive testing response is associated with the detection position in the anchorage zone detection coordinates. The non-destructive testing response of the concrete in the anchorage zone was collected under the detection coordinates of the anchorage zone, and the interference response corresponding to the known non-concrete component location was removed. Determine the local reference response based on the background response within the same detection area; The non-destructive testing response at each testing location is compared with the local reference response to determine the region of continuous response deviation. The anomaly boundary is determined based on the transitional relationship of response changes between the continuous deviation region of the response and the surrounding background region. Based on the abnormal boundary, the regions with continuous deviations in response are merged to form the concrete abnormal zone.

6. The method for analyzing concrete damage in the anchorage zone of a transmission line foundation according to claim 5, characterized in that, The step of determining the anomaly boundary based on the transitional relationship of response changes between the continuous deviation region and the surrounding background region includes: The local background response trend is determined based on the continuous deviation of the response from the surrounding background response. The non-destructive testing response of the continuously deviating region and its surrounding region is compared with the local background response trend to obtain the response deviation at each detection location; Extract the sequence of changes in response deviation along the direction from the continuous deviation region of the response to the surrounding background region; Candidate boundary points are determined based on the position where the response deviation transitions from the abnormal deviation state to the background response state in the response deviation change sequence. Anomaly boundaries for concrete anomaly zones are formed based on adjacent candidate boundary points.

7. The method for analyzing concrete damage in the anchorage zone of a transmission line foundation according to claim 6, characterized in that, The determination of candidate boundary points includes: A sliding window is used to fit the sequence of changes in response deviation to obtain the local change slope corresponding to each detection position; Between the abnormal deviation region and the background region, the detection location where the local change slope satisfies the maximum change condition is selected as the candidate boundary point.

8. The method for analyzing concrete damage in the anchorage zone of a transmission line foundation according to claim 7, characterized in that, The process of mapping abnormal concrete zones to anchorage bearing paths to determine bearing-related abnormal zones includes: Under the detection coordinates of the anchorage zone, determine the spatial and directional correspondence between the abnormal concrete zone and the anchorage bearing path; Based on spatial and directional correspondences, determine whether the abnormal concrete zone is located within the influence range of the anchorage bearing path under the current tower leg load direction; When the abnormal concrete zone is located within the influence range of the anchorage bearing path, or extends along the load transfer direction of the anchorage bearing path, the abnormal concrete zone is defined as a bearing-related abnormal zone. When the abnormal concrete zone does not enter the influence range of the anchorage bearing path and its extension direction does not correspond to the load transfer direction, the abnormal concrete zone is determined as a non-bearing associated abnormal zone.

9. The method for analyzing concrete damage in the anchorage zone of a transmission line foundation according to claim 8, characterized in that, The determination of load sensitivity in the load-bearing associated anomaly zone includes: Using a load state as a benchmark, the direction of change in the detection response of the bearing-related anomaly zone under different tower leg load states is obtained; Determine the corresponding target anchor bolts based on the anchoring bearing path, and determine the direction of force change under the same load condition; When the number of times the abnormal increase in detection response corresponds to the increase in the force on the target anchor bolt, or the number of times the abnormal decrease in detection response corresponds to the decrease in the force on the target anchor bolt, reaches a preset proportion, it is determined that the load-related abnormal zone has load sensitivity.

10. The method for analyzing concrete damage in the anchorage zone of a transmission line foundation according to claim 9, characterized in that, The method, based on load sensitivity, the location of the load-related abnormal zone in the anchorage bearing path, and the residual changes in the detected response, identifies damage attributes and outputs damage analysis results, including: Determine the location type of the load-bearing associated anomaly zone within the anchorage load path; The residual change in the detection response is determined based on the residual deviation of the detection response from the reference response after load reduction or load recovery. Based on the combined relationship between location type, load sensitivity, and residual changes in detection response, damage attributes of load-related abnormal zones are identified. Based on the damage attributes, the anchor bolts corresponding to the abnormal area of ​​the load-bearing association, and the range of the abnormal area, the concrete damage analysis results of the anchorage zone are output.

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