Method for evaluating mechanical performance of large cantilever cap beam structure of hydraulic bridge

Abstract

The application relates to the technical field of bridge engineering, in particular to a mechanical property evaluation method based on a water conservancy bridge large-cantilever bent cap structure, load transverse distribution trajectories of bridge concrete bodies at all target monitoring points and load values at all target monitoring points are collected; high-temperature compression-resistant structures are detected based on the strength changes and cross sections of all compression-resistant structures on each load transverse distribution trajectory; target strength changes under environmental load values are predicted based on the distribution states of the high-temperature compression-resistant structures on each load transverse distribution trajectory and the load values; and the mechanical property of the bridge large-cantilever bent cap structure is evaluated based on the size of the target strength changes. The application can accurately and efficiently detect the mechanical property evaluation effect of the bridge large-cantilever bent cap structure according to the size of the strength changes of the reference compression-resistant structures, avoids bridge concrete construction with unqualified performance, and is favorable for guaranteeing the safety of the bridge structure.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of bridge engineering, and particularly relates to a mechanical property evaluation method based on a large-cantilever cap beam structure of a hydraulic bridge. BACKGROUND

[0002] With the aging of bridges and the increase of service time, local damage and performance degradation become a common problem. This degradation can greatly reduce the performance of the bridge, while the demand for bridge bearing capacity of transportation shows an increasing trend. Therefore, identifying and evaluating the local damage of the bridge is of great significance to ensure the safety of the bridge structure and provide effective maintenance measures.

[0003] Traditional bridge performance early warning methods mainly rely on periodic detection and maintenance, and cannot monitor the mechanical properties of the bridge in real time. In addition, the traditional method often relies on experience and lacks scientific prediction models, resulting in unsatisfactory early warning effect. In order to solve these problems, in recent years, researchers have begun to explore bridge mechanical property early warning methods based on building information models. SUMMARY

[0004] To achieve the above purpose, the present application provides the following technical scheme:

[0005] According to the first aspect of the present application, a mechanical property evaluation method based on a large-cantilever cap beam structure of a hydraulic bridge is claimed, which comprises the following steps:

[0006] Collecting the load transverse distribution trajectory of the bridge concrete body at all target monitoring points and the load value at all target monitoring points;

[0007] Detecting high-temperature compression-resistant structures based on the strength change and cross section of all compression-resistant structures on each load transverse distribution trajectory;

[0008] Predicting the target strength change under the environmental load value based on the distribution state of the high-temperature compression-resistant structure on each load transverse distribution trajectory and the load value;

[0009] Evaluating the mechanical properties of the large-cantilever cap beam structure of the bridge based on the size of the target strength change.

[0010] Further, the collection method of the high-temperature compression-resistant structure is:

[0011] Collecting candidate compression-resistant structures on each load transverse distribution trajectory based on the strength change and cross section of all compression-resistant structures on each load transverse distribution trajectory;

[0012] Collecting the normal value of all candidate compression-resistant structures based on the target strength change and target cross section of the candidate compression-resistant structures;

[0013] When the normal value matches the normal value interval of the target, the associated candidate compression structure is a high-temperature compression structure.

[0014] Further, the collection method of the candidate compression structure is:

[0015] For any load transverse distribution trajectory, collect the valley points in the load transverse distribution trajectory, and take the region segment formed by the adjacent two valley points as the default section;

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

[0017] When the first area size does not exceed the area size threshold value of the target, associate the default section as a micro section;

[0018] Collect the strength variation difference between all micro sections and their left and right adjacent default sections as the first difference;

[0019] When the standardized first difference does not exceed the difference threshold value of the target, associate the micro section with its associated adjacent default section for aggregation;

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

[0021] The aggregated default section and the default section not aggregated are all taken as the final section of the load transverse distribution trajectory;

[0022] The compression structure in all final sections is taken as a candidate compression structure on the load transverse distribution trajectory.

[0023] Further, the collection method of the target strength variation is:

[0024] For any candidate compression structure, the maximum strength variation in the candidate compression structure is taken as the target strength variation of the candidate compression structure.

[0025] Further, the collection method of the target section is:

[0026] For any candidate compression structure, the final section associated with the candidate compression structure is taken as the target section of the candidate compression structure.

[0027] Further, the collection method of the normal value is:

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

[0029] Collect normal values of all candidate compression-resistant structures based on target strength variation and stagger degree of all candidate compression-resistant structures; wherein, the target strength variation and the stagger degree are positively correlated with the normal values.

[0030] Further, the collection method of the stagger degree is:

[0031] For any candidate compression-resistant structure, when the target section of the candidate compression-resistant structure has stagger with the standard section, the stagger area size of the target section and the standard section of the candidate compression-resistant structure is taken as the second area size;

[0032] Collect the stagger degree of the candidate compression-resistant structure based on the proportion state of the second area size on the target section of the candidate compression-resistant structure;

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

[0034] Further, the collection method of the target strength variation is:

[0035] Collect the number of high-temperature compression-resistant structures on each load transverse distribution trajectory as the first number associated with the load transverse distribution trajectory;

[0036] Take the load transverse distribution trajectory associated with the maximum first number as the target trajectory;

[0037] Compare all high-temperature compression-resistant structures on the target trajectory with high-temperature compression-resistant structures on other load transverse distribution trajectories based on specific comparison rules, respectively, to collect comparison groups of all high-temperature compression-resistant structures on the target trajectory;

[0038] Collect load values associated with high-temperature compression-resistant structures in all comparison groups, and take the number of non-repeated load values in all comparison groups as the second number;

[0039] Arrange all comparison groups in descending order of the second number to obtain a comparison group record;

[0040] Take the first number of comparison groups in the comparison group record as target comparison groups;

[0041] For any target comparison group, take the mean value of the strength variation of high-temperature compression-resistant structures associated with the same load value in the target comparison group as the specific strength variation under the associated load value; wherein, when a certain load value associated in the target comparison group is associated with only one high-temperature compression-resistant structure, take the target strength variation of the high-temperature compression-resistant structure as the specific strength variation under the load value;

[0042] Based on the associated load value in the target control group, and the specific strength change under each load value, the specific strength change under the associated environmental load value in the target control group is predicted as the target strength change under the associated environmental load value of the target control group.

[0043] Further, the specific control rule includes:

[0044] For any high-temperature compression-resistant structure on any target trajectory, each load transverse distribution trajectory other than the target trajectory is mapped onto the target trajectory, and each high-temperature compression-resistant structure intersecting the high-temperature compression-resistant structure on each load transverse distribution trajectory is collected as a risk control compression-resistant structure of the high-temperature compression-resistant structure.

[0045] For any risk control compression-resistant structure, the intersecting area of the risk control compression-resistant structure and the high-temperature compression-resistant structure is collected as a first area.

[0046] The ratio of the first area to the total area of the risk control compression-resistant structure is taken as a control evaluation value.

[0047] When the control evaluation value exceeds the control threshold value of the target, the risk control compression-resistant structure and the high-temperature compression-resistant structure are controlled as a group.

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

[0049] For any target strength change, the cross section of the high-temperature compression-resistant structure on the target trajectory associated with the target control group associated with the target strength change is taken as the target cross section associated with the target strength change.

[0050] All target strength changes are mapped to the standard load transverse distribution trajectory of the dischargeable bridge large cantilever cap beam structure 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 bridge large cantilever cap beam structure are qualified.

[0051] When there is a target strength change that exceeds the standard load transverse distribution trajectory, the mechanical properties of the bridge large cantilever cap beam structure are unqualified.

[0052] The mechanical property evaluation method based on the water conservancy bridge large cantilever cap beam structure collects the load transverse distribution trajectories of the bridge concrete body at all target monitoring points and the load values at all target monitoring points; based on the strength change and the cross section of all compression-resistant structures on each load transverse distribution trajectory, the high-temperature compression-resistant structure is detected; based on the distribution state of the high-temperature compression-resistant structure on each load transverse distribution trajectory and the load value, the target strength change under the environmental load value is predicted; and based on the size of the target strength change, the mechanical property of the bridge large cantilever cap beam structure is evaluated. The mechanical property evaluation effect of the bridge large cantilever cap beam structure can be accurately and efficiently detected according to the size of the strength change of the reference compression-resistant structure, the unqualified bridge concrete construction is avoided, and the safety of the bridge structure is facilitated. BRIEF DESCRIPTION OF DRAWINGS

[0053] Figure 1 A schematic flow chart of a mechanical property evaluation method based on a water conservancy bridge large cantilever cap beam structure is requested to be protected by the embodiments of the present application;

[0054] Figure 2 A second schematic flow chart of a mechanical property evaluation method based on a water conservancy bridge large cantilever cap beam structure is requested to be protected by the embodiments of the present application;

[0055] Figure 3 A third schematic flow chart of a mechanical property evaluation method based on a water conservancy bridge large cantilever cap beam structure is requested to be protected by the embodiments of the present application. DETAILED DESCRIPTION

[0056] The technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application. Obviously, the described embodiments are only a part of the embodiments of the present application, not all the embodiments. Based on the embodiments in the present application, all other embodiments obtained by those skilled in the art without creative labor are within the scope of protection of the present application.

[0057] Embodiment 1:

[0058] The specific scene of the embodiment is: the industrial bridge large cantilever cap beam structures processed by the non-repeating industrial equipment are collected in a large hydraulic bridge for discharge, in order to ensure that the dischargeable bridge large cantilever cap beam structure quality is qualified, and reduce the influence of the industrial bridge large cantilever cap beam structure on the environment, therefore, in the prior method, the bridge concrete body in the hydraulic bridge is analyzed by mechanical property evaluation, and whether the mechanical property of the bridge large cantilever cap beam structure is qualified is detected. However, in the actual state, the load values of the bridge large cantilever cap beam structures generated by the non-repeating industrial equipment are different after processing, and the processed bridge large cantilever cap beam structures are discharged into the hydraulic bridge, because the load values of the processed bridge large cantilever cap beam structures are not repeated, therefore, the processed bridge large cantilever cap beam structures continuously perform heat exchange in the hydraulic bridge, but the content of the processed bridge large cantilever cap beam structures in the hydraulic bridge is large, and it takes a long time for the load values of the bridge concrete body in the hydraulic bridge to be cooled to the environmental load values, so that the time cost is large. In order to avoid the time cost of cooling the load values of the bridge concrete body in the hydraulic bridge to the environmental load values, and at the same time ensure that the mechanical property of the bridge large cantilever cap beam structure is accurately detected, the embodiment collects the load transverse distribution trajectories of the bridge concrete body at a plurality of target monitoring points and the load values at the target monitoring points, determines the mechanical property evaluation performance of the processed bridge large cantilever cap beam structure under the non-repeating load values, and further predicts the mechanical property evaluation performance state of the processed bridge large cantilever cap beam structure under the environmental load values, so as to accurately analyze whether the mechanical property of the bridge large cantilever cap beam structure of the bridge concrete body in the hydraulic bridge is qualified.

[0059] The embodiment provides a mechanical property evaluation method based on a hydraulic bridge large cantilever cap beam structure, please refer to Figure 1 which shows a mechanical property evaluation method based on a hydraulic bridge large cantilever cap beam structure provided by the embodiment, and the method comprises the following steps:

[0060] Step S1: collect the load transverse distribution trajectories 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 state of the processed large-cantilever cap beam structure of the bridge under the non-repeated load value, and then analyze the relationship between the load value and the component distribution state in the processed large-cantilever cap beam structure of the bridge, it is beneficial to accurately predict the distribution state of the components in the processed large-cantilever cap beam structure of the bridge under the environmental load value, and then reduce the time cost and improve the efficiency of evaluating the mechanical properties of the large-cantilever cap beam structure of the bridge. Therefore, the embodiment first collects the bridge concrete body at all target monitoring points through the mechanical arm, collects the load transverse distribution trajectory of the collected bridge concrete body at all target monitoring points through the mechanical property evaluation instrument, and analyzes the component distribution state in the bridge concrete body at all target monitoring points. At the same time, a load value sensor is installed at one end of the mechanical arm entering the water bridge to collect the load value at all target monitoring points. In order to ensure that the bridge concrete body load value at the target monitoring point is not repeated, it is beneficial to more fully analyze the component performance state of the processed large-cantilever cap beam structure of the bridge under the non-repeated load value. Then, the embodiment sets 10 target monitoring points, wherein the positions of the 10 target monitoring points are different, the Euclidean distances between the 10 target monitoring points are at least not less than 2 meters, and 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 state, which is not limited here.

[0062] Step S2: detecting high-temperature compression-resistant structures based on the strength changes and cross sections of all compression-resistant structures on each load transverse distribution trajectory.

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

[0064] Preferably, in the implementation manner of the embodiment, the collection method of the high-temperature compression-resistant structure can refer to Figure 2 , which comprises the following steps:

[0065] Step S201: Collect candidate compression-resistant structures on each load transverse distribution trajectory based on the strength variation and cross section of all compression-resistant structures on each load transverse distribution trajectory.

[0066] It is known that there are many compression-resistant structures on the load transverse distribution trajectory. If all compression-resistant structures are analyzed respectively to determine whether they belong to the compression-resistant structures associated with the bending inertia moment, the torsional inertia moment, and the transverse influence line, a large amount of calculation will be generated, which will affect the efficiency of subsequent analysis of the embodiment. At the same time, the compression-resistant structures associated with the bending inertia moment, the torsional inertia moment, and the transverse influence line are irregular, that is, the compression-resistant structures associated with the bending inertia moment, the torsional inertia moment, and the transverse influence line may have multiple strength variations. Therefore, the embodiment first integrates the compression-resistant structures based on the strength variation and cross section of all compression-resistant structures on each load transverse distribution trajectory, collects candidate compression-resistant structures on each load transverse distribution trajectory, and improves the efficiency of detecting the compression-resistant structures associated with the bending inertia moment, the torsional inertia moment, and the transverse influence line on each load transverse distribution trajectory. All compression-resistant structures on the load transverse distribution trajectory are the compression-resistant structures in the region segment composed of two adjacent valley points. Therefore, all compression-resistant structures on the load transverse distribution trajectory are only associated with one strength variation, that is, the maximum value.

[0067] In an implementation of the embodiment, the method for collecting candidate compression structures is as follows: for any load transverse distribution trajectory, collect the valley points in the load transverse distribution trajectory, and take the region segment formed by the adjacent two valley points as a default section; wherein one default section is associated with one compression structure. Collect the area size of all default sections as the first area size; when the first area size is not more than the area size threshold value of the target, associate the default section as a micro section. The implementer can set the size of the area size threshold value of the target based on the actual state, which is not limited here. A micro section is associated with a compression structure. In order to reduce the number of compression structures and improve the efficiency of detecting the bending moment of inertia, the torsional moment of inertia, and the transverse influence line associated compression structure, and then analyze whether the micro section can be aggregated with the adjacent default section, therefore, collect the strength difference between all micro sections and their left and right adjacent default sections as the first difference; the smaller the first difference is, the more the associated micro section and its associated adjacent default section should be aggregated. This embodiment first standardizes the first difference, when the standardized first difference is not more than the target difference threshold value, the associated micro section and its associated adjacent default section are aggregated; when the standardized first difference exceeds the target difference threshold value, the associated micro section and its associated adjacent default section are not aggregated; this embodiment sets the target difference threshold value to 0.2, and the implementer can set the target difference threshold value based on the actual state, which is not limited here. At this point, the default sections that can be aggregated and the default sections that are not aggregated in the load transverse distribution trajectory are determined, and the aggregated default sections and the default sections that are not aggregated are taken as the final sections of the load transverse distribution trajectory; the compression structures in all final sections are taken as one candidate compression structure on the load transverse distribution trajectory.

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

[0069] Step S202: based on the target strength change of the candidate compression structure and the target section, collect the normal value of all candidate compression structures.

[0070] In the embodiment, the maximum strength variation of all candidate compression-resistant structures is taken as the target strength variation of the associated candidate compression-resistant structure, and the final cross section associated with all candidate compression-resistant structures is taken as the target cross section of the associated candidate compression-resistant structure. The bending-resistant moment of inertia, the torsional-resistant moment of inertia, and the transverse influence line are known to have very small degree of interference with the load value, and therefore, the embodiment first analyzes the interlaced state of the target cross section of all candidate compression-resistant structures on each load transverse distribution trajectory and the standard cross section associated with the bending-resistant moment of inertia, the torsional-resistant moment of inertia, and the transverse influence line. The more the target cross section of a certain candidate compression-resistant structure is interlaced with the standard cross section associated with the bending-resistant moment of inertia, the torsional-resistant moment of inertia, and the transverse influence line, the more likely the candidate compression-resistant structure is the high-temperature compression-resistant structure associated with the bending-resistant moment of inertia, the torsional-resistant moment of inertia, and the transverse influence line. The standard cross section associated with the bending-resistant moment of inertia, the torsional-resistant moment of inertia, and the transverse influence line is known. It is known that the bending-resistant moment of inertia, the torsional-resistant moment of inertia, and the transverse influence line have more obvious strength variation on the load transverse distribution trajectory when the load value is lower, i.e., closer to the environmental load value. Further, when the target strength variation of a certain candidate compression-resistant structure is larger, it means that the candidate compression-resistant structure is less affected by the load value, and the candidate compression-resistant structure is more normal. Therefore, the embodiment collects the normality value of all candidate compression-resistant structures based on the target strength variation and the target cross section of the candidate compression-resistant structure. The larger the normality value, the more likely the associated candidate compression-resistant structure is the compression-resistant structure associated with the bending-resistant moment of inertia, the torsional-resistant moment of inertia, and the transverse influence line on the load transverse distribution trajectory.

[0071] Preferably, in one implementation of the embodiment, the collection method of the normality value can refer to Figure 3 , which includes the following steps:

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

[0073] Collect the interlaced degree of all candidate compression-resistant structures based on the interlaced state of the target cross section of all candidate compression-resistant structures and the standard cross section.

[0074] In an implementable manner of the embodiment, the collection method of the stagger degree is as follows: for any candidate compression structure, when the target section of the candidate compression structure has stagger with the standard section, the stagger area size of the target section and the standard section of the candidate compression structure is collected as the second area size. It should be noted that if the target section of the candidate compression structure has stagger with at least two standard sections, the cumulative result of the area sizes of all staggered parts is taken as the second area size. The greater the second area size is, the more likely the candidate compression structure is the compression structure related to the bending moment of inertia, the torsional moment of inertia and the lateral influence line, the more normal the candidate compression structure is, and the less likely the candidate compression structure is a new compression structure caused by the load value. Further, based on the proportion of the second area size on the target section of the candidate compression structure, the stagger degree of the candidate compression structure is collected, that is, the ratio of the second area size to the total area size of the target section of the candidate compression structure is taken as the stagger degree value of the candidate compression structure. When the target section of the candidate compression structure has no stagger with the standard section, the first target constant is taken as the stagger degree value of the candidate compression structure. The first target constant is set to 0 in the embodiment, and the implementer can set the size of the first target constant based on the actual state, which is not limited here.

[0075] Up to now, the stagger degree values of all candidate compression structures are collected.

[0076] Step S202-2: Collect normality values of all candidate compression structures based on the target strength changes and the stagger degrees of all candidate compression structures; wherein the target strength change and the stagger degree are in positive correlation with the normality value.

[0077] It is known that the greater the target strength change of a candidate compression structure is, the more the load value at the target monitoring point of the candidate compression structure tends to the environmental load value, and the less the candidate compression structure is affected by the load value; the greater the stagger degree of the candidate compression structure is, the more likely the candidate compression structure is a normal compression structure related to the bending moment of inertia, the torsional moment of inertia and the lateral influence line, and the less likely the candidate compression structure is a new compression structure caused by the load value. Therefore, the normality values of all candidate compression structures are collected based on the target strength changes and the stagger degrees of all candidate compression structures in the embodiment; wherein the target strength change and the stagger degree are in positive correlation with the normality value.

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

[0079] The greater the normal value is, the more likely the associated candidate compression structure is the normal compression structure associated with the bending inertia moment, the torsional inertia moment and the transverse influence line. Therefore, the normal value threshold of the target is set to 0.7 in the embodiment, and the actual state can be used to set the size of the normal value threshold of the target, which is not limited herein. When the normal value exceeds the normal value threshold of the target, the associated candidate compression structure is the high-temperature compression structure. The high-temperature compression structure is the normal compression structure associated with the bending inertia moment, the torsional inertia moment and the transverse influence line on the load transverse distribution trajectory.

[0080] At this point, all the high-temperature compression structures on all the load transverse distribution trajectories are collected.

[0081] Step S3: predicting the target strength change under the environmental load value based on the distribution state of the high-temperature compression structures on each load transverse distribution trajectory and the load value.

[0082] It is known that the load value at the non-repeated target monitoring point is not repeated. In the actual state, the load transverse distribution trajectory of the bridge concrete body in the hydraulic bridge under the non-repeated load value has some differences, but the overall change trend is consistent. Therefore, the cross section and strength change of the high-temperature compression structure on the non-repeated load transverse distribution trajectory, and the load value associated with each load transverse distribution trajectory are used to find the relationship between the strength change on the load transverse distribution trajectory and the load value, so as to predict the target strength change under the environmental load value, which is beneficial to the subsequent accurate analysis of whether the bridge concrete body in the hydraulic bridge is treated qualified.

[0083] Preferably, in an implementable manner of the embodiment, the collection method of the target strength change is: collecting the number of high-temperature compression structures on each load transverse distribution trajectory as the first number associated with the load transverse distribution trajectory. The greater the first number is, the more the high-temperature compression structures on the associated load transverse distribution trajectory are divided, which indirectly reflects that the high-temperature compression structures on the associated load transverse distribution trajectory more accurately reflect the bending inertia moment, the torsional inertia moment and the transverse influence line in the bridge concrete body. Therefore, the load transverse distribution trajectory associated with the maximum first number is taken as the target trajectory, and all the high-temperature compression structures on the target trajectory are compared with the high-temperature compression structures on other load transverse distribution trajectories based on specific comparison rules to collect the comparison groups of all the high-temperature compression structures on the target trajectory.

[0084] The specific control rule set in this embodiment is: for any high-temperature compression-resistant structure on any target trajectory, each load transverse distribution trajectory other than the target trajectory is respectively mapped onto the target trajectory, and each high-temperature compression-resistant structure intersecting with the high-temperature compression-resistant structure on each load transverse distribution trajectory is collected as a risk control compression-resistant structure of the high-temperature compression-resistant structure; for any risk control compression-resistant structure, the intersecting area of the risk control compression-resistant structure and the high-temperature compression-resistant structure is collected as a first area; the ratio of the first area to the total area of the risk control compression-resistant structure is taken as a control evaluation value; when the control evaluation value exceeds a target control threshold value, the risk control compression-resistant structure and the high-temperature compression-resistant structure are controlled as a group. The target control threshold value is set to 0.6 in this embodiment, and the implementer can set it based on the actual state, which is not limited here.

[0085] For example, taking the a-th high-temperature compression-resistant structure on the k-th target trajectory as an example, it is known that 10 target monitoring points are set in this embodiment, so there are 10 load transverse distribution trajectories, and then the remaining 9 load transverse distribution trajectories are respectively mapped onto the k-th target trajectory, and the high-temperature compression-resistant structures intersecting with the a-th high-temperature compression-resistant structure on the remaining 9 load transverse distribution trajectories are respectively collected as risk control compression-resistant structures of the a-th high-temperature compression-resistant structure. It should be noted that each of the remaining load transverse distribution trajectories can have no risk control compression-resistant structure of the a-th high-temperature compression-resistant structure or have multiple risk control compression-resistant structures of the a-th high-temperature compression-resistant structure. Then, the risk control compression-resistant structures controlled as a group with the a-th high-temperature compression-resistant structure are collected to form a control group of the a-th high-temperature compression-resistant structure; at this time, the control groups of all high-temperature compression-resistant structures on the target trajectory are collected; wherein the high-temperature compression-resistant structures in all control groups can be the mechanical performance evaluation performance of the same target component under non-repeated load values by default.

[0086] There can be high-temperature compression-resistant structures associated with the same load value in a control group, and the purpose of collecting the control group in this embodiment is to analyze the change 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 performance of the bridge large cantilever cap beam structure. Therefore, the load values associated with the high-temperature compression-resistant structures in all control groups are collected, and the number of non-repeated load values possessed in all control groups is taken as a second number; the larger the second number is, the more non-repeated load values there are, and the more accurately the relationship between the load value and the strength change can be collected. Then, all control groups are arranged in descending order based on the second number to obtain a control group record; the first number of control groups in the control group record is taken as a target control group.

[0087] It should be noted that when collecting target control groups, the cross sections of the high temperature compression resistant structures on the target trajectories associated with all target control groups are taken 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 with the first target area size, the two target control groups are aggregated into one target control group. Meanwhile, one target control group is selected from the control group record in the 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 compression resistant structure associated with the same load value in the target control group is taken as the specific strength change under the associated load value. When a certain load value associated in the target control group is associated with only one high temperature compression resistant structure, the target strength change of the high temperature compression resistant structure is taken as the specific strength change under the load value. It should be noted that if a target control group has only one high temperature compression resistant structure, the target control group is not analyzed. Further, based on the load values 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 values associated in the target control group and the specific strength change associated with each load value are input into the fitting model to collect the relationship between the load value and the specific strength change. Then, the environmental load value is input into the fitting model, and 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 known technology and will not be described in detail.

[0089] At this point, the target strength change under the environmental load value associated with all target control groups is collected.

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

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

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

[0093] In summary, the embodiment collects the load transverse distribution trajectory and load value of the bridge concrete body at the target monitoring point; detects the high-temperature compression structure based on the strength change and cross section of all the compression structures on each load transverse distribution trajectory; predicts the target strength change under the environmental load value based on the distribution state and load value of the high-temperature compression structure on each load transverse distribution trajectory; and evaluates the mechanical properties of the bridge large cantilever cap beam structure based on the size of the target strength change. The present application predicts the target strength change under the environmental load value, avoids the time length of cooling the treated bridge large cantilever cap beam structure to the environmental load value, and improves the efficiency of evaluating the mechanical properties of the bridge large cantilever cap beam structure.

[0094] The specific embodiments of the application are described in detail above, but only as examples. The present application is not limited to the specific embodiments described above. Any equivalent modification or alternative to the present application made by those skilled in the art is also within the scope of the present application, therefore, any equivalent transformation, modification, improvement, etc. made without departing from the spirit and principles of the present application should be covered within the scope of the present application.

Claims

1. A method for evaluating the mechanical performance of a large cantilever cap beam structure of a hydraulic bridge, characterized in that, The method comprises the following steps: Collecting load transverse distribution trajectories of the bridge concrete body at all target monitoring points and load values at all target monitoring points; Detecting high-temperature compression-resistant structures based on the strength variation and cross section of each compression-resistant structure on each load transverse distribution trajectory; Predicting target strength variation under an environmental load value based on the distribution state of the high-temperature compression-resistant structures on each load transverse distribution trajectory and the load value; Evaluating the mechanical properties of the bridge large-cantilever cap beam structure based on the size of the target strength variation; The collection method of the target strength variation is as follows: Collecting the number of high-temperature compression-resistant structures on each load transverse distribution trajectory as the first number associated with the load transverse distribution trajectory; Taking the load transverse distribution trajectory associated with the maximum first number as a target trajectory; Comparing all high-temperature compression-resistant structures on the target trajectory with high-temperature compression-resistant structures on other load transverse distribution trajectories based on specific comparison rules to collect comparison groups of all high-temperature compression-resistant structures on the target trajectory; Collecting load values associated with high-temperature compression-resistant structures in all comparison groups, and taking the number of non-repeated load values in all comparison groups as the second number; Arranging all comparison groups in descending order based on the second number to obtain a comparison group record; Taking the first number of comparison groups in the comparison group record as target comparison groups; For any target comparison group, taking the average of the strength variations of high-temperature compression-resistant structures associated with the same load value in the target comparison group as a specific strength variation under the associated load value; when a certain load value associated with the target comparison group is associated with only one high-temperature compression-resistant structure, taking the target strength variation of the high-temperature compression-resistant structure as the specific strength variation under the load value; Predicting the specific strength variation under the environmental load value associated with the target comparison group based on the load values associated with the target comparison group and the specific strength variation under each load value, and taking the specific strength variation under the environmental load value as the target strength variation under the environmental load value associated with the target comparison group.

2. The method for evaluating the mechanical performance of a waterwork bridge large cantilever cap beam structure according to claim 1, characterized in that, The collection method of the high-temperature compression-resistant structure is as follows: Collecting candidate compression-resistant structures on each load transverse distribution trajectory based on the strength variation and cross section of each compression-resistant structure on each load transverse distribution trajectory; Collecting normal values of all candidate compression-resistant structures based on the target strength variation and target cross section of the candidate compression-resistant structures; When the normal value meets the target normal value interval, the candidate compression-resistant structure is associated with a high-temperature compression-resistant structure.

3. The method for evaluating the mechanical performance of a waterwork bridge large cantilever cap beam structure according to claim 2, characterized in that, The collection method of the candidate compression-resistant structure is as follows: For any load transverse distribution trajectory, collecting valley points in the load transverse distribution trajectory, and taking a region segment formed by adjacent two valley points as a default cross section; Collecting the area size of all default cross sections as a first area size; When the first area size is not more than a target area size threshold value, the default cross section is associated with a small cross section; Collecting the strength variation difference between all small cross sections and their left and right adjacent default cross sections as a first difference; When the standardized first difference is not more than a target difference threshold value, the small cross section is associated with its associated adjacent default cross section for aggregation. When the standardized first difference exceeds the difference threshold value of the target difference, the associated micro-section and its associated adjacent default section are not aggregated; The aggregated default sections and the un-aggregated default sections are all final sections of the load transverse distribution trajectory; All the compression-resistant structures in all the final sections are candidate compression-resistant structures on the load transverse distribution trajectory.

4. The method for evaluating the mechanical performance of a waterwork bridge large cantilever cap beam structure according to claim 2, characterized in that, The acquisition method of the target intensity change is: For any candidate compression-resistant structure, the maximum intensity change in the candidate compression-resistant structure is the target intensity change of the candidate compression-resistant structure.

5. The method for evaluating the mechanical performance of a waterwork bridge large cantilever cap beam structure according to claim 3, characterized in that, The acquisition method of the target section is: For any candidate compression-resistant structure, the final section associated with the candidate compression-resistant structure is the target section of the candidate compression-resistant structure.

6. The method for evaluating the mechanical performance of a water-based bridge large cantilever cap beam structure according to claim 2, characterized in that, The acquisition method of the normal value is: Each standard section of each target component is acquired, the degree of interlacing of all candidate compression-resistant structures is acquired based on the interlaced state of the target sections and the standard sections of all candidate compression-resistant structures; The normal value of all candidate compression-resistant structures is acquired based on the target intensity change and the degree of interlacing of all candidate compression-resistant structures; the target intensity change and the degree of interlacing are positively correlated with the normal value.

7. The method for evaluating the mechanical performance of a waterwork bridge large cantilever cap beam structure according to claim 6, characterized in that, The acquisition method of the degree of interlacing is: For any candidate compression-resistant structure, when the target section and the standard section of the candidate compression-resistant structure have interlacing, the size of the interlaced area of the target section and the standard section of the candidate compression-resistant structure is the second area size; The degree of interlacing of the candidate compression-resistant structure is acquired based on the proportion of the second area size on the target section of the candidate compression-resistant structure; When the target section and the standard section of the candidate compression-resistant structure have no interlacing at all, the first target constant is the degree of interlacing of the candidate compression-resistant structure.

8. The method for evaluating the mechanical performance of a water-based bridge large cantilever cap beam structure according to claim 1, characterized in that, The specific comparison rule includes: For any high-temperature compression-resistant structure on any target trajectory, the high-temperature compression-resistant structures on each load transverse distribution trajectory other than the target trajectory are mapped onto the target trajectory respectively, and the high-temperature compression-resistant structures on each load transverse distribution trajectory other than the target trajectory that have interlacing with the high-temperature compression-resistant structure on the target trajectory are all risk comparison compression-resistant structures of the high-temperature compression-resistant structure on the target trajectory; For any risk comparison compression-resistant structure, the interlaced area of the risk comparison compression-resistant structure and the high-temperature compression-resistant structure is the first area; The ratio of the first area to the total area of the risk comparison compression-resistant structure is the comparison evaluation value; When the comparison evaluation value exceeds the target comparison threshold value, the risk comparison compression-resistant structure and the high-temperature compression-resistant structure are a group.

9. The method for evaluating the mechanical performance of a water-based bridge large cantilever cap beam structure according to claim 1, characterized in that, The method for evaluating the mechanical properties of the bridge large cantilever cap beam structure based on the size of the target intensity change is: For any target intensity change, the section of the high-temperature compression-resistant structure on the target trajectory associated with the target intensity change is the target section associated with the target intensity change; All target intensity changes are mapped to the standard load transverse distribution trajectory of the dischargeable bridge large cantilever cap beam structure under the environmental load value based on the associated target sections, and when all target intensity changes do not exceed the standard load transverse distribution trajectory, the mechanical properties of the bridge large cantilever cap beam structure are qualified. When the target intensity variation exceeds the standard load transverse distribution trajectory, the mechanical properties of the large cantilever cap beam structure of the bridge are unqualified.

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