Mechanical property evaluation method based on hydraulic bridge large cantilever bent cap structure

Abstract

The invention relates to the technical field of bridge engineering, in particular to a mechanical property evaluation method based on a hydraulic bridge large cantilever bent cap structure, and the method comprises the steps: collecting a load transverse distribution track of a bridge concrete body at all target monitoring points and load values at all target monitoring points; detecting a high-temperature compression-resistant structure based on the strength change and the cross section of all the compression-resistant structures on each load transverse distribution track; based on the distribution state of the high-temperature compression-resistant structure on each load transverse distribution track and the load value, predicting the target strength change under the environment load value; and evaluating the mechanical properties of the bridge large cantilever bent cap structure based on the target strength change. According to the method, the mechanical property evaluation effect of the bridge large cantilever bent cap structure can be accurately and efficiently detected according to the strength change of the reference compression resistance structure, bridge concrete construction with unqualified performance is avoided, and the safety of the bridge structure is guaranteed.

Description

Technical Field

[0001] The present application relates to the field of bridge engineering technology, and in particular to a method for evaluating the mechanical properties of a large cantilever cap beam structure of a hydraulic bridge. Background Art

[0002] As bridges age and their service life increases, local damage and performance degradation become common problems. This degradation significantly reduces bridge performance, while transportation demands on bridge capacity are only increasing. Therefore, identifying and assessing local bridge damage is crucial for ensuring structural safety and providing effective maintenance measures.

[0003] Traditional bridge performance early warning methods rely primarily on regular inspections and maintenance, failing to monitor bridge mechanical properties in real time. Furthermore, these methods often rely on empirical judgment and lack scientific predictive models, resulting in suboptimal early warning results. To address these issues, researchers have recently begun exploring bridge mechanical performance early warning methods based on building information models. Summary of the Invention

[0004] To achieve the above objectives, this application provides the following technical solutions:

[0005] According to a first aspect of the present invention, the present invention claims protection for a method for evaluating the mechanical properties of a large cantilever cap beam structure of a hydraulic bridge, the method comprising the following steps:

[0006] Collect the load lateral distribution trajectory of the bridge concrete body at all target monitoring points and the load values at all target monitoring points;

[0007] Based on the strength changes and cross-sections of all compressive structures on each load lateral distribution trajectory, high-temperature compressive structures are detected;

[0008] Based on the distribution state of the high-temperature compressive structure on each lateral load distribution trajectory and the load value, predict the target strength change under the environmental load value;

[0009] The mechanical properties of the bridge's large cantilever cap beam structure are evaluated based on the magnitude of the target strength change.

[0010] Furthermore, the acquisition method of the high temperature pressure resistant structure is:

[0011] Based on the strength changes and cross-sections of all compression structures on each load lateral distribution trajectory, candidate compression structures on each load lateral distribution trajectory are collected;

[0012] Based on the target strength variation and target cross-section of the candidate compression-resistant structures, normal values of all candidate compression-resistant structures are collected;

[0013] When the normal value meets the target normal value interval, the associated candidate pressure-resistant structure is a high-temperature pressure-resistant structure.

[0014] Furthermore, the method for collecting candidate compression-resistant structures is:

[0015] For any load transverse distribution trajectory, the valley points in the load transverse distribution trajectory are collected, and the area segment formed by two adjacent valley points is used as the default section;

[0016] Collect the area size of all default sections and use them as the first area size;

[0017] When the first area size does not exceed the target area size threshold, the default cross section is associated as a small cross section;

[0018] Collect the intensity change differences between all tiny sections and their left and right adjacent default sections, and use them as the first difference;

[0019] When the normalized first difference does not exceed the target difference threshold, the associated microsection and its associated adjacent default section are aggregated;

[0020] When the normalized first difference exceeds the difference threshold of the target difference, the associated micro-section and its associated adjacent default sections are not aggregated;

[0021] The default section after aggregation and the default section without aggregation are both used as the final section of the load lateral distribution trajectory;

[0022] The compression-resistant structures in all final sections are considered as candidate compression-resistant structures on the lateral distribution trajectory of the load.

[0023] Furthermore, the target intensity change is collected by:

[0024] For any candidate compression-resistant structure, the maximum strength change among the candidate compression-resistant structures is used as the target strength change of the candidate compression-resistant structure.

[0025] Furthermore, the target cross section is collected by:

[0026] For any candidate compression-resistant structure, the final cross-section associated with the candidate compression-resistant structure is used as the target cross-section of the candidate compression-resistant structure.

[0027] Furthermore, the normal value is collected by:

[0028] Collect each standard cross section of each target component, and based on the interleaving state of the target cross sections and the standard cross sections of all candidate compressive structures, collect the interleaving degree of all candidate compressive structures;

[0029] Based on the target strength variation and interleaving degree of all candidate compressive structures, the normal values of all candidate compressive structures are collected; among them, the target strength variation and interleaving degree are both positively correlated with the normal value.

[0030] Furthermore, the method for collecting the degree of interleaving is:

[0031] For any candidate compression-resistant structure, when the target cross-section of the candidate compression-resistant structure and the standard cross-section are intersected, the size of the intersecting area between the target cross-section and the standard cross-section of the candidate compression-resistant structure is used as the second area size;

[0032] Based on the proportion of the second area size on the target cross section of the candidate compression-resistant structure, collecting the degree of interleaving of the candidate compression-resistant structure;

[0033] When the target cross-section of the candidate compression-resistant structure has no interleaving with the standard cross-section, the first target constant is used as the interleaving degree of the candidate compression-resistant structure.

[0034] Furthermore, the target intensity change is collected by:

[0035] The number of high-temperature compressive structures on each load transverse distribution trajectory is collected as the first number of the associated load transverse distribution trajectory;

[0036] The load lateral distribution trajectory associated with the largest first number is taken as the target trajectory;

[0037] All high-temperature compressive structures on the target trajectory are compared with high-temperature compressive structures on other load lateral distribution trajectories based on specific comparison rules, and a control group of all high-temperature compressive structures on the target trajectory is collected;

[0038] Collect the load values associated with the high-temperature compressive structure in all control groups, and use the number of non-repeated load values in all control groups as the second number;

[0039] Arrange all control groups in descending order based on the second number to obtain the control group records;

[0040] The first few control groups in the control group record are used as the target control group;

[0041] For any target control group, the mean value of the strength change of the high-temperature compressive structure associated with the same load value in the target control group is used as the specific strength change under the associated load value; wherein, when a certain load value associated with the target control group is only associated with one high-temperature compressive structure, the target strength change of the high-temperature compressive structure is used as the specific strength change under the load value;

[0042] Based on the load values associated in the target control group and the specific intensity changes under each load value, the specific intensity changes under the environmental load values associated in the target control group are predicted as the target intensity changes under the environmental load values associated with the target control group.

[0043] Furthermore, the specific comparison rules include:

[0044] For any high-temperature pressure-resistant structure on any target trajectory, each other load lateral distribution trajectory except the target trajectory is mapped to the target trajectory, and the high-temperature pressure-resistant structures that intersect with the high-temperature pressure-resistant structure on each other load lateral distribution trajectory are collected as risk control pressure-resistant structures of the high-temperature pressure-resistant structure;

[0045] For any risk control pressure-resistant structure, collecting the interleaved area of the risk control pressure-resistant structure and the high-temperature pressure-resistant structure as the first area;

[0046] using a ratio of the first area to the total area of the risk control pressure-resistant structure as a control evaluation value;

[0047] When the control evaluation value exceeds the target control threshold value, the risk control pressure-resistant structure and the high-temperature pressure-resistant structure are grouped together.

[0048] Furthermore, the method for evaluating the mechanical properties of the large cantilever cap beam structure of the bridge based on the magnitude of the target strength change is:

[0049] For any target strength change, the cross section of the high temperature compressive structure of the target trajectory associated with the target strength change and the target control group is used as the target cross section associated with the target strength change;

[0050] All target strength changes are mapped to the standard load lateral distribution trajectory of the large cantilever cap beam structure of the dischargeable bridge under the environmental load value based on the associated target cross-section. When all target strength changes do not exceed the standard load lateral distribution trajectory, the mechanical performance of the large cantilever cap beam structure of the bridge is qualified.

[0051] When the target strength variation exceeds the standard load lateral distribution trajectory, the mechanical performance of the bridge's large cantilever cap beam structure is unqualified.

[0052] The mechanical performance evaluation method based on the large cantilever cap beam structure of a hydraulic bridge collects the load lateral distribution trajectory of the bridge concrete body at all target monitoring points and the load values at all target monitoring points; detects the high-temperature compressive structure based on the strength change and cross-section of all compressive structures on each load lateral distribution trajectory; predicts the target strength change under the environmental load value based on the distribution state and the load value of the high-temperature compressive structure on each load lateral distribution trajectory; and evaluates the mechanical performance of the large cantilever cap beam structure of the bridge based on the magnitude of the target strength change. The present invention can accurately and efficiently detect the mechanical performance evaluation effect of the large cantilever cap beam structure of the bridge based on the magnitude of the strength change of the reference compressive structure, avoid the construction of bridge concrete with unqualified performance, and help ensure the safety of the bridge structure. BRIEF DESCRIPTION OF THE DRAWINGS

[0053] Figure 1 A schematic flow chart of a mechanical performance evaluation method based on a large cantilever cap beam structure of a hydraulic bridge claimed in an embodiment of the present application;

[0054] Figure 2 A second schematic flow chart of a method for evaluating mechanical properties of a large cantilever cap beam structure of a hydraulic bridge as claimed in an embodiment of the present application;

[0055] Figure 3 This is a third schematic flow chart of a method for evaluating the mechanical properties of a large cantilever cap beam structure of a hydraulic bridge, as claimed in an embodiment of the present application. DETAILED DESCRIPTION

[0056] The following will be combined with the drawings in the embodiments of this application to clearly and completely describe the technical solutions in the embodiments of this application. Obviously, the embodiments described are only part of the embodiments of this application, not all of the embodiments. Based on the embodiments in this application, all other embodiments obtained by ordinary technicians in this field without making creative efforts are within the scope of protection of this application.

[0057] Example 1:

[0058] The specific scenario of this embodiment is: the large cantilever cap beam structures of industrial bridges that have been processed by non-repetitive industrial equipment are collected in a large hydraulic bridge and wait for discharge. In order to ensure the quality of the large cantilever cap beam structures of bridges that can be discharged and reduce the impact of the large cantilever cap beam structures of industrial bridges on the environment, the existing method analyzes the bridge concrete body in the hydraulic bridge through mechanical performance evaluation to detect whether the mechanical properties of the large cantilever cap beam structures of bridges are qualified. However, in actual conditions, the large cantilever cap beam structures of bridges produced by non-repetitive industrial equipment will have different load values after processing. The treated large cantilever cap beam structures of bridges are discharged into the hydraulic bridge. Since the load values of the treated large cantilever cap beam structures of bridges are not repeated, the treated large cantilever cap beam structures of bridges are continuously heat exchanged in the hydraulic bridge. However, the content of the treated large cantilever cap beam structures of bridges in the hydraulic bridge is relatively large. It takes a long time for the load values of the bridge concrete bodies in the hydraulic bridge to be completely cooled to the environmental load values, resulting in a high time cost. In order to avoid the time cost of cooling the load value of the bridge concrete body in the hydraulic bridge to the environmental load value, and at the same time ensure the accurate detection of the mechanical properties of the bridge's large cantilever cap beam structure, this embodiment collects the lateral load distribution trajectory of the bridge concrete body at multiple target monitoring points and the load values at the target monitoring points, determines the mechanical performance evaluation performance of the processed bridge's large cantilever cap beam structure under non-repetitive load values, and then predicts the mechanical performance evaluation performance status of the processed bridge's large cantilever cap beam structure under environmental load values, and accurately analyzes whether the mechanical properties of the bridge's large cantilever cap beam structure of the bridge concrete body in the hydraulic bridge are qualified.

[0059] This example proposes a mechanical performance evaluation method based on a large cantilever cap beam structure of a hydraulic bridge. Figure 1 , which shows a schematic flow chart of a mechanical performance evaluation method based on a large cantilever cap beam structure of a hydraulic bridge provided by one embodiment of the present invention, the method comprising the following steps:

[0060] Step S1: Collect the load lateral distribution trajectory of the bridge concrete body at all target monitoring points and the load values at all target monitoring points.

[0061] Specifically, in order to collect the performance status of the large cantilever cap beam structure of the bridge after treatment under non-repetitive load values, and then analyze the relationship between the load value and the component distribution status in the large cantilever cap beam structure of the bridge after treatment, it is beneficial for this embodiment to accurately predict the distribution status of the components in the large cantilever cap beam structure of the bridge after treatment under the environmental load value, thereby reducing time costs and improving the efficiency of evaluating the mechanical properties of the large cantilever cap beam structure of the bridge. Therefore, this embodiment first collects the bridge concrete body at all target monitoring points through a robotic arm, collects the load lateral distribution trajectory of the bridge concrete body collected at all target monitoring points through a mechanical performance evaluator, and analyzes the component distribution status in the bridge concrete body at all target monitoring points. At the same time, a load value sensor is installed at the end of the robotic arm entering the hydraulic bridge to collect the load values at all target monitoring points. In order to ensure that the load values of the bridge concrete body at non-repeated target monitoring points are non-repeated, it is beneficial to more fully analyze the component performance status of the large cantilever cap beam structure of the bridge under non-repeated load values after processing, and thus this embodiment sets 10 target monitoring points, among which the positions of the 10 target monitoring points are different and the Euclidean distance between the 10 target monitoring points is at least not less than 2 meters. At the same time, the load values at the 10 target monitoring points are different. The implementer can set the number and position of the target monitoring points based on the actual status, which is not limited here.

[0062] Step S2: Based on the strength changes and cross-sections of all compression structures on each load lateral distribution trajectory, high-temperature compression structures are detected.

[0063] Specifically, this embodiment determines whether the quality of the processed large cantilever cap beam structure of the bridge is qualified by analyzing the values of the bending moment of inertia, torsional moment of inertia, and transverse influence line in the processed large cantilever cap beam structure of the bridge. The strength change in the transverse load distribution trajectory can reflect the numerical distribution state of the bending moment of inertia, torsional moment of inertia, and transverse influence line. Therefore, this embodiment directly analyzes the transverse load distribution trajectory of the bridge concrete body at all target monitoring points. Taking into account that under non-repeated load values, the transverse load distribution trajectory may produce strength changes that are not related to the bending moment of inertia, torsional moment of inertia, and transverse influence line, resulting in inaccurate analysis of the mechanical properties of the large cantilever cap beam structure of the bridge based on the transverse load distribution trajectory. Therefore, this embodiment detects the high-temperature compressive structures associated with the bending moment of inertia, torsional moment of inertia, and lateral influence line on each lateral distribution trajectory of load based on the strength changes and cross-sections of all compressive structures on each lateral distribution trajectory of load, and accurately represents the numerical distribution state of the bending moment of inertia, torsional moment of inertia, and lateral influence line in the processed large cantilever cap beam structure of the bridge under non-repetitive load values.

[0064] Preferably, in one embodiment, the method for collecting high temperature pressure resistant structures can be found in Figure 2 , the method comprises the following steps:

[0065] Step S201: Based on the strength changes and cross-sections of all compression-resistant structures on each lateral load distribution trajectory, candidate compression-resistant structures on each lateral load distribution trajectory are collected.

[0066] It is known that there are many compressive structures along the transverse load distribution trajectory. If all compressive structures are analyzed separately to determine whether they are compressive structures associated with bending moments of inertia, torsional moments of inertia, and transverse influence lines, a large amount of calculations will be required, affecting the efficiency of subsequent analysis in this embodiment. At the same time, the compressive structures associated with bending moments of inertia, torsional moments of inertia, and transverse influence lines are irregular, that is, the compressive structures associated with bending moments of inertia, torsional moments of inertia, and transverse influence lines may have multiple strength variations. Therefore, this embodiment first integrates the compressive structures based on the strength variations and cross-sections of all compressive structures along each transverse load distribution trajectory, collects candidate compressive structures along each transverse load distribution trajectory, and improves the efficiency of detecting compressive structures associated with bending moments of inertia, torsional moments of inertia, and transverse influence lines along each transverse load distribution trajectory. All compressive structures along the transverse load distribution trajectory are the compressive structures within the region formed by two adjacent valley points. Therefore, all compressive structures along the transverse load distribution trajectory are associated with only one strength variation, namely the maximum value.

[0067] In one embodiment that can be implemented, the method for collecting candidate compressive structures is as follows: for any load lateral distribution trajectory, collect the valley points in the load lateral distribution trajectory, and use the area segment formed by two adjacent valley points as the default section; wherein, one default section is associated with one compressive structure. Collect the area sizes of all default sections as the first area size; when the first area size does not exceed the target area size threshold, associate the default section as a tiny section. The implementer can set the size of the target area size threshold based on the actual state, which is not limited here. It is known that a tiny section is associated with a compressive structure. In order to reduce the number of compressive structures and improve the efficiency of detecting bending inertia moment, torsional inertia moment, and lateral influence line associated compressive structures, and then analyze whether the tiny section can be aggregated with the adjacent default section, the strength change difference between all tiny sections and their left and right adjacent default sections is collected as the first difference; when the first difference is smaller, it means that the associated tiny section and its associated adjacent default section should be aggregated more. This embodiment first normalizes the first difference. When the normalized first difference does not exceed the target's difference threshold, the associated small section and its associated adjacent default section are aggregated. When the normalized first difference exceeds the target's difference threshold, the associated small section and its associated adjacent default section are not aggregated. This embodiment sets the target's difference threshold to 0.2. The implementer can set the target's difference threshold based on the actual state, and this is not limited here. At this point, the default sections that can be aggregated and the default sections that cannot be aggregated in the load lateral distribution trajectory are determined. The aggregated default sections and the default sections that have not been aggregated are both used as the final sections of the load lateral distribution trajectory. The compressive structures in all final sections are all used as candidate compressive structures on the load lateral distribution trajectory.

[0068] At this point, all candidate compression-resistant structures on each lateral load distribution trajectory are collected.

[0069] Step S202: Based on the target strength variation and target cross-section of the candidate compression-resistant structures, normal values of all candidate compression-resistant structures are collected.

[0070] In this embodiment, the maximum strength change among all candidate compressive structures is used as the target strength change of the associated candidate compressive structures; the final cross-section associated with all candidate compressive structures is used as the target cross-section of the associated candidate compressive structures. It is known that the distribution cross-section of the bending moment of inertia, the torsional moment of inertia, and the lateral influence line in the load lateral distribution trajectory is very little disturbed by the load value. Therefore, this embodiment first analyzes the interlaced state of the target cross-section of all candidate compressive structures on each load lateral distribution trajectory and the standard cross-section associated with the bending moment of inertia, the torsional moment of inertia, and the lateral influence line. The more interlaced parts of the target cross-section of a candidate compressive structure and the standard cross-section associated with the bending moment of inertia, the torsional moment of inertia, and the lateral influence line, the more likely the candidate compressive structure is to be a high-temperature compressive structure associated with the bending moment of inertia, the torsional moment of inertia, and the lateral influence line. Among them, the standard cross-section associated with the bending moment of inertia, the torsional moment of inertia, and the lateral influence line is a well-known content. It is known that when the load value is lower, that is, closer to the environmental load value, the more obvious the strength change of the bending moment of inertia, the torsional moment of inertia, and the lateral influence line on the lateral distribution trajectory of the load, and then when the target strength change of a candidate compressive structure is greater, it means that the candidate compressive structure is less affected by the load value and the candidate compressive structure is more normal. Therefore, this embodiment collects the normal values of all candidate compressive structures based on the target strength change and target cross-section of the candidate compressive structure. Among them, the larger the normal value, the more likely the associated candidate compressive structure is to be a compressive structure associated with the bending moment of inertia, the torsional moment of inertia, and the lateral influence line on the lateral distribution trajectory of the load.

[0071] Preferably, in one possible implementation of this embodiment, the method for collecting the normal value can refer to Figure 3 , the method comprises the following steps:

[0072] Step S202-1: Collect each standard cross section of each target component, and based on the interleaving state of the target cross sections and the standard cross sections of all candidate compression-resistant structures, collect the interleaving degree of all candidate compression-resistant structures.

[0073] Based on the staggered states of the target sections and the standard sections of all candidate compression-resistant structures, the staggered degrees of all candidate compression-resistant structures are collected.

[0074] In one possible implementation of this embodiment, the method for collecting the degree of interleaving is as follows: for any candidate compression-resistant structure, when the target cross-section of the candidate compression-resistant structure is interleaved with the standard cross-section, the interleaving area of the target cross-section of the candidate compression-resistant structure and the standard cross-section is collected as the second area. It should be noted that if the target cross-section of the candidate compression-resistant structure has an interleaved portion with at least two standard cross-sections, the area of all interleaved portions is accumulated as the second area. The larger the second area, the more likely the candidate compression-resistant structure is to be a compression-resistant structure associated with the bending moment of inertia, the torsional moment of inertia, and the lateral influence line. The more normal the candidate compression-resistant structure is, the less likely it is to be a new compression-resistant structure caused by the load value. Based on the proportion of the second area on the target cross-section of the candidate compression-resistant structure, the degree of interleaving of the candidate compression-resistant structure is collected, that is, the ratio of the second area to the total area of the target cross-section of the candidate compression-resistant structure is used as the degree of interleaving value of the candidate compression-resistant structure. When the target cross-section of the candidate compression-resistant structure has no interlacing with the standard cross-section, the first target constant is used as the interlacing degree value of the candidate compression-resistant structure. In this embodiment, the first target constant is set to 0. The implementer can set the value of the first target constant based on the actual situation and is not limited here.

[0075] At this point, the interleaving degree values of all candidate compression-resistant structures are collected.

[0076] Step S202-2: Based on the target strength variation and interleaving degree of all candidate compression-resistant structures, normal values of all candidate compression-resistant structures are collected; wherein the target strength variation and interleaving degree are both positively correlated with the normal value.

[0077] It is known that when the target strength of a candidate compressive structure changes more, the load value at the target monitoring point of the candidate compressive structure approaches the environmental load value, and the candidate compressive structure is less affected by the load value. When the degree of interleaving of the candidate compressive structure increases, the candidate compressive structure is more likely to be a normal compressive structure associated with the bending moment of inertia, torsional moment of inertia, and lateral influence line, and the candidate compressive structure is less likely to be a new compressive structure caused by the load value. Therefore, this embodiment collects the normal values of all candidate compressive structures based on the target strength change and interleaving of all candidate compressive structures; wherein the target strength change and interleaving are both positively correlated with the normal value.

[0078] Step S203: When the normal value meets the target normal value interval, the candidate pressure-resistant structure is associated with a high-temperature pressure-resistant structure.

[0079] It is known that the larger the normal value, the more likely the associated candidate compressive structure is a normal compressive structure associated with bending moment of inertia, torsional moment of inertia, and lateral influence lines. Therefore, this embodiment sets the target normal value threshold to 0.7. Implementers can set the target normal value threshold based on actual conditions, and this is not limited here. When the normal value exceeds the target normal value threshold, the associated candidate compressive structure is a high-temperature compressive structure. A high-temperature compressive structure is a normal compressive structure associated with bending moment of inertia, torsional moment of inertia, and lateral influence lines along the lateral load distribution trajectory.

[0080] At this point, all high-temperature compressive structures on all load lateral distribution trajectories are collected.

[0081] Step S3: Based on the distribution state of the high-temperature compressive structure on each load lateral distribution trajectory and the load value, predict the target strength change under the environmental load value.

[0082] It is known that the load values at non-repeating target monitoring points are non-repeating. In actual conditions, the load lateral distribution trajectories of the bridge concrete body in the hydraulic bridge under non-repeating load values will have some differences, but the overall change trend is consistent. Therefore, this embodiment is based on the cross-section and strength changes of the high-temperature compressive structure on the non-repeating load lateral distribution trajectory, and the load value associated with each load lateral distribution trajectory, to find the relationship between the strength change and the load value on the load lateral distribution trajectory, and then predict the target strength change under the environmental load value, which is conducive to the subsequent accurate analysis of whether the bridge concrete body in the hydraulic bridge has been treated qualified.

[0083] Preferably, in one possible implementation of this embodiment, the method for collecting target strength changes is: collecting the number of high-temperature compressive structures on each load transverse distribution trajectory as the first number of the associated load transverse distribution trajectory; the larger the first number, the more high-temperature compressive structures on the associated load transverse distribution trajectory are divided, which indirectly reflects that the high-temperature compressive structures on the associated load transverse distribution trajectory reflect the bending moment of inertia, torsional moment of inertia, and transverse influence line content in the bridge concrete body more accurately. Therefore, this embodiment uses the load transverse distribution trajectory associated with the largest first number as the target trajectory; all high-temperature compressive structures on the target trajectory are compared with the high-temperature compressive structures on other load transverse distribution trajectories based on specific comparison rules, and collect a control group of all high-temperature compressive structures on the target trajectory;

[0084] The specific comparison rules set in this embodiment are as follows: for any high-temperature pressure-resistant structure on any target trajectory, each load lateral distribution trajectory other than the target trajectory is mapped onto the target trajectory, and the high-temperature pressure-resistant structures that intersect with the high-temperature pressure-resistant structure on each other load lateral distribution trajectory are collected as risk comparison pressure-resistant structures for the high-temperature pressure-resistant structure; for any risk comparison pressure-resistant structure, the intersection area of the risk comparison pressure-resistant structure and the high-temperature pressure-resistant structure is collected as the first area; the ratio of the first area to the total area of the risk comparison pressure-resistant structure is used as the comparison evaluation value; when the comparison evaluation value exceeds the target comparison threshold value, the risk comparison pressure-resistant structure and the high-temperature pressure-resistant structure are compared as a group. In this embodiment, the target comparison threshold value is set to 0.6. Implementers can set it based on actual conditions and are not limited here.

[0085] For example, taking the ath high-temperature compressive structure on the kth target trajectory as an example, given that this embodiment sets a total of 10 target monitoring points, there are a total of 10 load lateral distribution trajectories. The remaining 9 load lateral distribution trajectories are then mapped onto the kth target trajectory. High-temperature compressive structures intersecting with the ath high-temperature compressive structure on the remaining 9 load lateral distribution trajectories are collected and each serves as a risk control compressive structure for the ath high-temperature compressive structure. It should be noted that each of the remaining load lateral distribution trajectories may not have a risk control compressive structure for the ath high-temperature compressive structure, or may have multiple risk control compressive structures for the ath high-temperature compressive structure. Risk control compressive structures are then collected as a group with the ath high-temperature compressive structure to form a control group for the ath high-temperature compressive structure. At this point, a control group of all high-temperature compressive structures on the target trajectory is collected. The high-temperature compressive structures in all control groups can be assumed to represent the mechanical performance evaluation performance of the same target component under non-repeated load values.

[0086] In a control group, there may be high-temperature compressive structures associated with the same load value. The purpose of collecting control groups in this embodiment is to analyze the changing state of the strength change of the same target component under non-repeated load values, and then predict the target strength change of the target component under the environmental load value, and analyze the mechanical properties of the large cantilever cap beam structure of the bridge. Therefore, this embodiment collects the load values associated with the high-temperature compressive structures in all control groups, and uses the number of non-repeated load values in all control groups as the second number; the larger the second number, the more non-repeated load values there are, and the more accurately the relationship between load value and strength change can be collected. Then, all control groups are arranged in order from large to small based on the second number to obtain control group records; the first few control groups in the control group records are used as target control groups.

[0087] It should be noted that when collecting target control groups, the cross-sections of the high-temperature pressure-resistant structures on the target trajectories associated with all target control groups are used as the target cross-sections of the associated target control groups. When the target cross-sections between any two target control groups collected have an intersection of the first target area size, the two target control groups are aggregated into one target control group. At the same time, a target control group is selected from the control group records in order from front to back to ensure that the number of target control groups remains consistent with the first number.

[0088] For any target control group, the mean value of the strength change of the high-temperature compressive structure associated with the same load value in the target control group is used as the specific strength change under the associated load value; wherein, when a certain load value associated in the target control group is only associated with one high-temperature compressive structure, the target strength change of the high-temperature compressive structure is used as the specific strength change under the load value. It should be noted that if a target control group has only one high-temperature compressive structure, the target control group is not analyzed. Then, based on the load value associated in the target control group and the specific strength change under each load value, the specific strength change under the environmental load value associated in the target control group is predicted as the target strength change under the environmental load value associated with the target control group. In this embodiment, the load value associated in the target control group and the specific strength change associated with each load value are input into the fitting model, the relationship between the load value and the specific strength change is collected, and then the environmental load value is input into the fitting model. The specific strength change under the environmental load value can be predicted by the fitting model, which is the target strength change under the environmental load value associated with the target control group. The fitting model is a well-known technology and will not be described in detail.

[0089] At this point, the target intensity changes under the environmental load values associated with all target control groups are collected.

[0090] Step S4: Evaluate the mechanical properties of the large cantilever cap beam structure of the bridge based on the magnitude of the target strength change.

[0091] Specifically, in order to analyze whether the processed large cantilever cap beam structure of the bridge can be discharged, this embodiment compares the target strength change under the predicted environmental load value with the strength change in the standard load lateral distribution trajectory of the large cantilever cap beam structure of the dischargeable bridge under the environmental load value to determine whether the bridge concrete body in the hydraulic bridge meets the discharge standard.

[0092] In order to determine the positions of all predicted target strength changes in the standard load transverse distribution trajectory, this embodiment associates all target strength changes with the cross-section of the high-temperature compressive structure associated with the target trajectory of the target control group as the target cross-section associated with the associated target strength change. All target strength changes are then mapped to the standard load transverse distribution trajectory of the large cantilever cap beam structure of the dischargeable bridge under the environmental load value based on the associated target cross-section. When all target strength changes do not exceed the standard load transverse distribution trajectory, the mechanical properties of the large cantilever cap beam structure of the bridge are qualified, and the water in the hydraulic bridge can be directly discharged; when the target strength changes exceed the standard load transverse distribution trajectory, the mechanical properties of the large cantilever cap beam structure of the bridge are unqualified, and the water in the hydraulic bridge needs to be treated again to ensure that the discharged large cantilever cap beam structure of the bridge is of qualified quality and will not affect the environmental ecological balance.

[0093] In summary, this embodiment collects the load lateral distribution trajectory and load value of the bridge concrete body at the target monitoring point; detects the high-temperature compressive structure based on the strength change and cross-section of all compressive structures on each load lateral distribution trajectory; predicts the target strength change under the environmental load value based on the distribution state and load value of the high-temperature compressive structure on each load lateral distribution trajectory; and evaluates the mechanical properties of the bridge's large cantilever cap beam structure based on the magnitude of the target strength change. By predicting the target strength change under the environmental load value, the present invention avoids the time it takes for the processed bridge's large cantilever cap beam structure to cool to the environmental load value, thereby improving the efficiency of evaluating the mechanical properties of the bridge's large cantilever cap beam structure.

[0094] The above detailed description of the specific embodiments of the invention is intended to be illustrative only, and the present application is not limited to the specific embodiments described above. For those skilled in the art, any equivalent modifications or substitutions of the invention are also within the scope of the present application. Therefore, equivalent changes, modifications, and improvements made without departing from the spirit and principles of the present application should be included within the scope of the present application.

Claims

1. A mechanical performance evaluation method based on a large cantilever cap beam structure of a hydraulic bridge, characterized in that: The method comprises the following steps: Collect the load lateral distribution trajectory of the bridge concrete body at all target monitoring points and the load values at all target monitoring points; Based on the strength changes and cross-sections of all compressive structures on each load lateral distribution trajectory, high-temperature compressive structures are detected; Based on the distribution state of the high-temperature compressive structure on each lateral load distribution trajectory and the load value, predict the target strength change under the environmental load value; The mechanical properties of the bridge's large cantilever cap beam structure are evaluated based on the magnitude of the target strength change.

2. The mechanical performance evaluation method based on the large cantilever cap beam structure of a hydraulic bridge according to claim 1 is characterized in that: The acquisition method of the high temperature pressure resistant structure is: Based on the strength changes and cross-sections of all compression structures on each load lateral distribution trajectory, candidate compression structures on each load lateral distribution trajectory are collected; Based on the target strength variation and target cross-section of the candidate compression-resistant structures, normal values of all candidate compression-resistant structures are collected; When the normal value meets the target normal value interval, the associated candidate pressure-resistant structure is a high-temperature pressure-resistant structure.

3. The mechanical performance evaluation method based on the large cantilever cap beam structure of a hydraulic bridge according to claim 2 is characterized in that: The method for collecting the candidate compression-resistant structures is: For any load transverse distribution trajectory, the valley points in the load transverse distribution trajectory are collected, and the area segment formed by two adjacent valley points is used as the default section; Collect the area size of all default sections and use them as the first area size; When the first area size does not exceed the target area size threshold, the default cross section is associated as a small cross section; Collect the intensity change differences between all tiny sections and their left and right adjacent default sections, and use them as the first difference; When the normalized first difference does not exceed the target difference threshold, the associated microsection and its associated adjacent default section are aggregated; When the normalized first difference exceeds the difference threshold of the target difference, the associated micro-section and its associated adjacent default sections are not aggregated; The default section after aggregation and the default section without aggregation are both used as the final section of the load lateral distribution trajectory; The compression-resistant structures in all final sections are considered as candidate compression-resistant structures on the lateral distribution trajectory of the load.

4. The mechanical performance evaluation method based on the large cantilever cap beam structure of a hydraulic bridge according to claim 2 is characterized in that: The target intensity change acquisition method is: For any candidate compression-resistant structure, the maximum strength change among the candidate compression-resistant structures is used as the target strength change of the candidate compression-resistant structure.

5. The mechanical performance evaluation method based on the large cantilever cap beam structure of a hydraulic bridge according to claim 3 is characterized in that: The target cross section acquisition method is: For any candidate compression-resistant structure, the final cross-section associated with the candidate compression-resistant structure is used as the target cross-section of the candidate compression-resistant structure.

6. The mechanical performance evaluation method based on the large cantilever cap beam structure of a hydraulic bridge according to claim 2, characterized in that: The method for collecting the normal value is: Collect each standard cross section of each target component, and based on the interleaving state of the target cross sections and the standard cross sections of all candidate compressive structures, collect the interleaving degree of all candidate compressive structures; Based on the target strength variation and interleaving degree of all candidate compressive structures, the normal values of all candidate compressive structures are collected; among them, the target strength variation and interleaving degree are both positively correlated with the normal value.

7. The mechanical performance evaluation method based on the large cantilever cap beam structure of a hydraulic bridge according to claim 6 is characterized in that: The method for collecting the degree of interleaving is: For any candidate compression-resistant structure, when the target cross-section of the candidate compression-resistant structure and the standard cross-section are intersected, the size of the intersecting area between the target cross-section and the standard cross-section of the candidate compression-resistant structure is used as the second area size; Based on the proportion of the second area size on the target cross section of the candidate compression-resistant structure, collecting the degree of interleaving of the candidate compression-resistant structure; When the target cross-section of the candidate compression-resistant structure has no interleaving with the standard cross-section, the first target constant is used as the interleaving degree of the candidate compression-resistant structure.

8. The mechanical performance evaluation method based on the large cantilever cap beam structure of a hydraulic bridge according to claim 1 is characterized in that: The target intensity change acquisition method is: The number of high-temperature compressive structures on each load transverse distribution trajectory is collected as the first number of the associated load transverse distribution trajectory; The load lateral distribution trajectory associated with the largest first number is taken as the target trajectory; All high-temperature compressive structures on the target trajectory are compared with high-temperature compressive structures on other load lateral distribution trajectories based on specific comparison rules, and a control group of all high-temperature compressive structures on the target trajectory is collected; Collect the load values associated with the high-temperature compressive structure in all control groups, and use the number of non-repeated load values in all control groups as the second number; Arrange all control groups in descending order based on the second number to obtain the control group records; The first few control groups in the control group record are used as the target control group; For any target control group, the mean value of the strength change of the high-temperature compressive structure associated with the same load value in the target control group is used as the specific strength change under the associated load value; wherein, when a certain load value associated with the target control group is only associated with one high-temperature compressive structure, the target strength change of the high-temperature compressive structure is used as the specific strength change under the load value; Based on the load values associated in the target control group and the specific intensity changes under each load value, the specific intensity changes under the environmental load values associated in the target control group are predicted as the target intensity changes under the environmental load values associated with the target control group.

9. The mechanical performance evaluation method based on the large cantilever cap beam structure of a hydraulic bridge according to claim 8, characterized in that: The specific comparison rules include: For any high-temperature pressure-resistant structure on any target trajectory, each other load lateral distribution trajectory except the target trajectory is mapped to the target trajectory, and the high-temperature pressure-resistant structures that intersect with the high-temperature pressure-resistant structure on each other load lateral distribution trajectory are collected as risk control pressure-resistant structures of the high-temperature pressure-resistant structure; For any risk control pressure-resistant structure, collecting the interleaved area of the risk control pressure-resistant structure and the high-temperature pressure-resistant structure as the first area; using a ratio of the first area to the total area of the risk control pressure-resistant structure as a control evaluation value; When the control evaluation value exceeds the target control threshold value, the risk control pressure-resistant structure and the high-temperature pressure-resistant structure are grouped together.

10. The mechanical performance evaluation method based on the large cantilever cap beam structure of a hydraulic bridge according to claim 8, characterized in that: The method for evaluating the mechanical properties of the large cantilever cap beam structure of a bridge based on the magnitude of the target strength change is as follows: For any target strength change, the cross section of the high temperature compressive structure of the target trajectory associated with the target strength change and the target control group is used as the target cross section associated with the target strength change; All target strength changes are mapped to the standard load lateral distribution trajectory of the large cantilever cap beam structure of the dischargeable bridge under the environmental load value based on the associated target cross-section. When all target strength changes do not exceed the standard load lateral distribution trajectory, the mechanical performance of the large cantilever cap beam structure of the bridge is qualified. When the target strength variation exceeds the standard load lateral distribution trajectory, the mechanical performance of the bridge's large cantilever cap beam structure is unqualified.

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