A method and system for analyzing the structural state of an old concrete T-beam bridge based on multi-data fusion

Abstract

The application is suitable for the technical field of bridge structure health monitoring and reinforcement optimization, and provides an old concrete T-beam bridge structure state analysis method and system based on multi-data fusion, which comprises the following steps: predicting the comprehensive influence value of the side beam of the target old concrete T-beam bridge under the action of the eccentric load in a preset operation cycle, and when the comprehensive influence value of the eccentric load exceeds the determination interval, generating a correction factor according to the exceeding degree of the comprehensive influence value relative to the determination interval, and correcting the initial repair enhancement parameter according to the correction factor to obtain the optimized repair enhancement parameter. The application can identify the collaborative response abnormal interval which is difficult to be found by the traditional method, and on this basis, the correction factor based on the exceeding degree is introduced to continuously and quantitatively adjust the initial repair enhancement parameter, so that the matching of the repair scheme and the actual operation condition is improved. The application can improve the pertinence of the side beam repair and the structure safety, reduce the misjudgment risk, and has good engineering application value.

Description

Technical Field

[0001] This invention belongs to the field of bridge structural health monitoring and reinforcement optimization technology, and in particular relates to a method and system for analyzing the structural condition of old concrete T-beam bridges based on multi-data fusion. Background Technology

[0002] Concrete T-beam bridges, a widely used type of highway bridge, are characterized by their mature structural form and well-defined stress distribution. They typically consist of multiple T-beams arranged side-by-side, with loads distributed among the beams via transverse connecting members. During long-term service, factors such as traffic loads, environmental erosion, and material degradation inevitably lead to problems such as crack development, reduced stiffness, and decreased load-bearing capacity. This is especially true for the edge beams, which, being located at the bridge's transverse boundary, only share a stress-bearing relationship with adjacent beams on one side. Their stress state is more unfavorable, making them often the first components to suffer damage and require focused repair.

[0003] To address the aforementioned issues, existing technologies have established a relatively mature system for bridge inspection, assessment, reinforcement, and repair. Typically, the load-bearing capacity and performance status of damaged side beams are assessed through structural inspection data analysis, standard calculation methods, or finite element analysis models. Based on this assessment, corresponding repair and reinforcement parameters are determined. These parameters may include strengthening the structure by bonding fiber-reinforced composite materials, external steel reinforcement, increasing the cross-section, or applying prestress. These repair and reinforcement parameters are usually determined based on standard formulas, empirical models, or engineering analogies, possessing a clear quantitative form and meeting the structural safety requirements under normal operating conditions.

[0004] However, those skilled in the art have observed in practical engineering that under operating conditions where heavy-duty vehicles travel with long-term off-center loading close to the side beam, the cooperative stress relationship between the side beam and adjacent beams will change significantly. Since the side beam only forms a coupling action path with one adjacent beam, this cooperative relationship may gradually strengthen or evolve under continuous off-center loading, thus causing changes in the structural response characteristics. While existing technologies incorporate a certain degree of safety margin design for unfavorable stress conditions on the side beam, they typically do not conduct in-depth analysis of the cooperative response changes under such specific off-center loading conditions. Especially when the structural response does not exceed the alarm threshold, related fluctuations are often attributed to environmental or random factors, without further identifying their relationship with the adaptability of repair and reinforcement parameters, thus leaving room for optimization. Summary of the Invention

[0005] The purpose of this invention is to provide a method and system for analyzing the structural condition of old concrete T-beam bridges based on multi-data fusion, aiming to solve the problems mentioned in the background art.

[0006] This invention is implemented as follows: a method for analyzing the structural condition of old concrete T-beam bridges based on multi-data fusion, the method comprising:

[0007] S1. When it is determined that the damaged beam of the target old concrete T-beam bridge is a side beam and is under the preset heavy-load vehicle off-center load operation condition, the initial repair and enhancement parameters formulated for the side beam are obtained, and several samples are selected from the preset historical operation database. The samples and the target old concrete T-beam bridge are within the preset approximate range in terms of bridge background and side beam damage, and the repair and enhancement parameters used in the samples match the initial repair and enhancement parameters.

[0008] S2. Extract the eccentric load situation of the historical edge beams in each sample within the preset operating cycle after repair, determine the comprehensive influence value of the eccentric load of each sample, and construct strain coordination index and deformation difference index to characterize the coordinated response relationship between the historical edge beams and adjacent beams.

[0009] S3. Based on the correspondence between the comprehensive influence value of the off-center loading on each sample and the strain coordination index and deformation difference index, determine the judgment interval in which both the strain coordination index and deformation difference index show abnormal response after repair.

[0010] S4. Predict the comprehensive impact value of the eccentric load on the side beam of the target old concrete T-beam bridge within the preset operating cycle. When the comprehensive impact value of the eccentric load exceeds the judgment interval, generate a correction factor based on the degree of its exceedance relative to the judgment interval. Then, correct the initial repair and enhancement parameters based on the correction factor to obtain the optimized repair and enhancement parameters.

[0011] As a further limitation of the technical solution of the present invention, the preset heavy-duty vehicle off-center load operation condition refers to: the heavy-duty vehicle passes on the side closer to the side beam with off-center load, and the off-center load passage exceeds a preset judgment threshold in at least one of the off-center load degree, frequency of occurrence, duration of single action and cumulative action time.

[0012] As a further limitation of the technical solution of the present invention, the fact that the sample and the target old concrete T-beam bridge are within a preset approximate range in terms of bridge background and side beam damage specifically means that the sample and the target old concrete T-beam bridge are the same as or within their respective preset error ranges in at least one of the following: bridge structural parameters, service life, design load level, operating environment and traffic load level, and the damage type, damage location and damage degree of the side beams of the sample are the same as or within their respective preset error ranges of the side beams of the target old concrete T-beam bridge.

[0013] As a further limitation of the technical solution of this embodiment of the invention, step S2 specifically includes:

[0014] Each sample is analyzed sequentially to extract the lateral collaborative response between the sample's historical edge beam and adjacent beams during the preset operating cycle after repair and when subjected to eccentric loading by heavy vehicles.

[0015] Based on the aforementioned lateral coordinated response, the lateral coordinated response enhancement phenomenon of each sample's historical edge beam within the preset operating cycle is identified, and the comprehensive influence value of the eccentric load on each sample's historical edge beam is calculated based on at least one of the following: duration, frequency of occurrence, degree of enhancement, and cumulative enhancement amount of the lateral coordinated response enhancement phenomenon.

[0016] Extract the strain response data and deflection response data or displacement response data of the historical edge beam and its adjacent beams within the preset operating cycle for each sample, and construct a strain coordination index to characterize the coordinated response relationship between the edge beam and the adjacent beam based on the strain response data, and construct a deformation difference index to characterize the deformation difference relationship between the edge beam and the adjacent beam based on the deflection response data or displacement response data.

[0017] As a further limitation of the technical solution of this embodiment of the invention, step S3 specifically includes:

[0018] The samples are sorted from smallest to largest according to the comprehensive influence value of the partial load, thus obtaining the sample sequence;

[0019] Extract the changing trends of strain synergy index and deformation difference index corresponding to the sample sequence, analyze the changing trends, and identify the turning intervals where the strain synergy index and the deformation difference index change from relatively stable changes to synchronous enhancement or increased fluctuation amplitude.

[0020] The turning point interval is defined as the interval in which both the strain synergy index and the deformation difference index show abnormal responses after repair.

[0021] As a further limitation of the technical solution of this embodiment of the invention, step S4 specifically includes:

[0022] Obtain traffic load prediction information of the target old concrete T-beam bridge, and select samples that are the same as the traffic load prediction information or within the preset matching range as target samples. Based on the comprehensive influence value of the eccentric load corresponding to the target sample, determine the comprehensive influence value of the eccentric load on the side beam of the target old concrete T-beam bridge within the preset operating cycle.

[0023] Determine whether the predicted comprehensive impact value of the off-center load exceeds the judgment interval. If it does not exceed the judgment interval, maintain the initial repair and enhancement parameters unchanged.

[0024] When the predicted comprehensive impact value of the eccentric load exceeds the judgment interval, a correction factor is generated based on the degree to which the predicted comprehensive impact value of the eccentric load exceeds the judgment interval. The initial repair and enhancement parameters are then corrected based on the correction factor to obtain optimized repair and enhancement parameters. The damaged beams of the target old concrete T-beam bridge are then repaired based on the optimized repair and enhancement parameters.

[0025] As a further limitation of the technical solution of the present invention, when generating a correction factor based on the degree to which the predicted comprehensive influence value of the off-center load exceeds the judgment interval, a sample that is most similar to the target old concrete T-beam bridge in terms of bridge background and side beam damage is selected from the samples falling into the judgment interval as a reference sample, and the comprehensive influence value of the off-center load corresponding to the reference sample is obtained.

[0026] The correction factor is generated based on the degree to which the predicted combined effect of off-center loading exceeds the combined effect of off-center loading corresponding to the reference sample.

[0027] As a further limitation of the technical solution of this embodiment of the invention, when correcting the initial repair enhancement parameters by a correction factor, a preset correction function is invoked, the correction function including:

[0028] ;

[0029] in, This refers to the optimized repair and enhancement parameters. This refers to the initial repair enhancement parameters. This refers to the maximum value limit of the repair and enhancement parameters. This refers to the predicted combined impact value of off-center loading. This refers to the comprehensive impact value of the off-center loading corresponding to the reference sample. This refers to exceeding the limit. This refers to the preset control correction strength coefficient, and it satisfies... Greater than 0, This refers to the correction factor.

[0030] A structural condition analysis system for old concrete T-beam bridges based on multi-data fusion, the system comprising:

[0031] The sample screening module is used to obtain the initial repair and enhancement parameters for the edge beam when the damaged beam of the target old concrete T-beam bridge is determined to be an edge beam and is under the preset heavy-load vehicle off-center load operation condition. It also selects a number of samples from the preset historical operation database. The samples and the target old concrete T-beam bridge are within the preset approximate range in terms of bridge background and edge beam damage, and the repair and enhancement parameters used in the samples match the initial repair and enhancement parameters.

[0032] The index construction module is used to extract the eccentric loading of the historical edge beams in each sample within the preset operating cycle after repair, determine the comprehensive influence value of the eccentric loading of each sample, and construct strain coordination index and deformation difference index to characterize the coordinated response relationship between the historical edge beams and adjacent beams.

[0033] The judgment interval determination module is used to determine the judgment interval in which both the strain coordination index and the deformation difference index show abnormal responses after repair, based on the correspondence between the comprehensive influence value of the off-center loading of each sample and the strain coordination index and the deformation difference index.

[0034] The correction calculation module is used to predict the comprehensive impact value of the eccentric load on the side beams of the target old concrete T-beam bridge within a preset operating cycle. When the comprehensive impact value of the eccentric load exceeds the judgment interval, a correction factor is generated according to the degree of its exceedance relative to the judgment interval. The initial repair and enhancement parameters are then corrected based on the correction factor to obtain the optimized repair and enhancement parameters.

[0035] As a further limitation of the technical solution of the present invention, the preset heavy-duty vehicle off-center load operation condition refers to: the heavy-duty vehicle passes on the side closer to the side beam with off-center load, and the off-center load passage exceeds a preset judgment threshold in at least one of the off-center load degree, frequency of occurrence, duration of single action and cumulative action time.

[0036] Compared with the prior art, the present invention has the following beneficial effects:

[0037] This invention addresses the problem of hidden degradation in the collaborative stress characteristics of side beams and adjacent beams in old concrete T-beam bridges under heavy vehicle eccentric loading conditions. It proposes a structural state analysis and repair parameter optimization method based on multi-data fusion. By constructing a comprehensive influence value of eccentric loading and combining it with strain synergy and deformation difference indices, the correlation between eccentric loading and structural response is established, effectively identifying abnormal intervals in collaborative response that are difficult to detect using traditional methods. Furthermore, a correction factor based on the degree of exceedance is introduced to continuously and quantitatively adjust the initial repair and enhancement parameters, improving the matching between the repair scheme and actual operating conditions. This invention can improve the targeting and structural safety of side beam repair, reduce the risk of misjudgment, and has good engineering application value. Attached Figure Description

[0038] Figure 1 A flowchart of the method provided in the embodiments of the present invention;

[0039] Figure 2 This is a flowchart illustrating the calculation of the comprehensive influence value of eccentric loading and the construction of indices in the method provided in this embodiment of the invention;

[0040] Figure 3 This is a flowchart illustrating the determination of a judgment interval in the method provided in this embodiment of the invention;

[0041] Figure 4 This is a flowchart illustrating the correction of initial repair enhancement parameters in the method provided by this embodiment of the invention;

[0042] Figure 5 The application architecture diagram of the system provided in the embodiments of the present invention. Detailed Implementation

[0043] To make the objectives, technical solutions, and advantages of this invention clearer, the invention will be further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative and not intended to limit the invention.

[0044] Figure 1 A flowchart of the method provided by an embodiment of the present invention is shown.

[0045] Specifically, a method for analyzing the structural condition of old concrete T-beam bridges based on multi-data fusion includes the following steps:

[0046] Step S1: When it is determined that the damaged beam of the target old concrete T-beam bridge is a side beam and is under the preset heavy-load vehicle off-center load operating condition, the initial repair and enhancement parameters formulated for the side beam are obtained, and several samples are selected from the preset historical operation database. The samples and the target old concrete T-beam bridge are within the preset approximate range in terms of bridge background and side beam damage, and the repair and enhancement parameters used in the samples match the initial repair and enhancement parameters.

[0047] The preset heavy-duty vehicle off-center load operation condition refers to: a heavy-duty vehicle passing on an off-center load side close to the side beam, and at least one of the following: off-center load degree, frequency of occurrence, duration of single action, and cumulative action time exceeds a preset judgment threshold.

[0048] Specifically, the fact that the sample and the target old concrete T-beam bridge are within a preset approximate range in terms of bridge background and side beam damage means that the sample and the target old concrete T-beam bridge are the same as or within their respective preset error ranges in at least one of the following: bridge structural parameters, service life, design load level, operating environment, and traffic load level; and the damage type, location, and degree of the side beams of the sample are the same as or within their respective preset error ranges of the side beams of the target old concrete T-beam bridge.

[0049] In this embodiment of the invention, the old concrete T-beam bridge is a typical multi-beam parallel load-bearing structure. The beams share the load through lateral connecting members. The edge beams, located at the lateral edge of the bridge, only form a cooperative load-bearing relationship with adjacent beams on one side. Compared to the middle beams, their load boundary conditions are more asymmetrical. During long-term service, the edge beams not only bear their own load under vehicle loads but also share the load with adjacent beams through lateral cooperation. Therefore, their stress state is more sensitive to lateral cooperation. When the bridge enters the aging stage and shows damage such as cracks, stiffness degradation, or decreased load-bearing capacity, the edge beams are usually more likely to be identified and repaired as key components.

[0050] In practical engineering, those skilled in the art typically first identify the damage status of edge beams based on existing detection and evaluation methods. For example, they determine the degree of performance degradation of the edge beams through structural inspection data, load-bearing capacity verification, or finite element analysis. They then further formulate initial repair and reinforcement parameters for the edge beams based on existing standards or mature engineering methods. These initial repair and reinforcement parameters may include, but are not limited to: the thickness of the outer steel reinforcement, the number of layers of bonded fiber composite materials, the level of prestressing application, the increase in cross-sectional dimensions, the crack repair strength grade, or parameter configurations in combined reinforcement schemes. These parameters are usually obtained through existing mature methods, such as those based on standard calculation models, structural mechanics analysis, finite element simulation, or matching with empirical databases. They have clear physical meaning and can be quantified, thus belonging to mature and directly applicable technical means in this field.

[0051] However, those skilled in the art have found through long-term practice that although the repair technology for old concrete T-beam bridges is relatively mature and a large amount of engineering data and empirical models have been accumulated, there are still shortcomings under certain working conditions. Especially when the edge beams are in an operating environment where heavy vehicles frequently pass close to the edge beams with uneven loads, their stress state will be significantly different from that under normal working conditions. This is because there is a clear lateral coupling relationship between the edge beams and adjacent beams, and the edge beams only form a cooperative stress path with one adjacent beam on one side. Under continuous uneven loading, this coupling will show a continuous strengthening or evolution trend, which may cause changes in the cooperative response characteristics.

[0052] While existing technologies consider unfavorable stress conditions on the edge beams to some extent and optimize them by increasing safety reserves or implementing local reinforcement measures, they typically lack a systematic analysis of the collaborative evolution behavior between the edge beams and adjacent beams under the aforementioned specific off-center loading conditions. Furthermore, in actual operation, even if the repaired structure experiences some strain or deformation fluctuations during long-term service, as long as these do not exceed existing alarm thresholds, they are usually considered normal fluctuations or attributed to factors such as environmental changes or material dispersion, without further tracing back to the mismatch between the repair reinforcement parameters and the actual operating conditions. Therefore, it is possible that the initial repair reinforcement parameters are reasonable under normal operating conditions, but under conditions of significant off-center loading by heavy-duty vehicles, their constraint on the collaborative effect between the edge beams and adjacent beams is insufficient, leading to a hidden deterioration trend in the collaborative response.

[0053] Therefore, it is necessary to analyze the changes in the cooperative stress characteristics of the side beam and adjacent beams under the above-mentioned specific operating conditions in order to improve the adaptability of the repair and reinforcement parameters.

[0054] It should be noted that in practical engineering applications, for repair scenarios where the bridge background and edge beam damage are the same or similar, the repair enhancement parameters used usually have strong consistency or concentrated distribution characteristics, that is, their values ​​are usually within the same or similar range, thus providing a basis for parameter reference and correction based on historical samples.

[0055] In step S1, the reason why the off-center load is required to exceed a preset judgment threshold in at least one of the off-center load degree, frequency of occurrence, duration of single action, and cumulative action time is to screen the significance of the off-center load effect, so as to ensure that the identified operating conditions can have a substantial impact on the cooperative force relationship between the side beam and adjacent beams, thereby avoiding misjudging ordinary random fluctuations or low-intensity off-center loads as key factors and improving the effectiveness and pertinence of subsequent analysis results.

[0056] The pre-set historical operational database can be derived from bridge health monitoring systems, periodic inspection records, maintenance archives, structural inspection reports, and traffic load monitoring data, specifically including: strain monitoring data, displacement or deflection monitoring data, traffic flow and vehicle type distribution data, vehicle axle load information, ambient temperature and humidity data, pre- and post-repair structural performance evaluation data, and repair scheme parameter records. These data are all derived from existing mature monitoring or inspection methods, possessing availability and engineering application foundations, and can support subsequent multi-data fusion analysis.

[0057] The purpose of setting up sample screening in step S1 is to select historical samples comparable to the target old concrete T-beam bridge from the historical operation database, so as to ensure that the comprehensive influence value and index relationship of eccentric loading established based on the samples have reference value. Since different bridges differ in structural form, service conditions, and damage characteristics, directly using all historical data for analysis can easily introduce large dispersion, affecting the accuracy of pattern identification. Therefore, by setting a preset approximate range for the bridge background and side beam damage, the samples are constrained, which can effectively improve the consistency and comparability of the samples.

[0058] The aforementioned screening criteria are quite stringent to ensure that the selected samples are highly consistent with the target bridge in terms of key influencing factors, thereby enabling the off-center loading and collaborative response relationships reflected in the samples to be accurately mapped to the target bridge. However, this invention does not require the samples to be completely identical. Instead, it uses a preset approximate range for constraint. This is because it is difficult to obtain completely identical bridge samples in actual engineering practice. By allowing a certain range of parameter deviations, the number of samples can be increased while ensuring similarity, thereby enhancing the stability of statistical analysis.

[0059] In addition to the screening criteria mentioned above, factors such as bridge span, lateral connection type, bearing type, historical maintenance frequency, or monitoring layout can be introduced as auxiliary screening criteria to further improve the sample matching accuracy.

[0060] It should be noted that the preset error range of the bridge background parameters and the preset error range of the side beam damage are two different types of constraints. The former is for the overall structural properties, such as bridge structural parameters or traffic load levels, while the latter is for local damage characteristics, such as damage type or damage degree. The two correspond to similarity judgment criteria of different dimensions, so they are preset error ranges set independently, rather than the same range conditions.

[0061] Furthermore, the method for analyzing the structural condition of old concrete T-beam bridges based on multi-data fusion also includes the following steps:

[0062] S2. Extract the eccentric loading situation of the historical edge beams in each sample within the preset operating cycle after repair, determine the comprehensive influence value of the eccentric loading of each sample, and construct strain coordination index and deformation difference index to characterize the coordinated response relationship between the historical edge beams and adjacent beams.

[0063] Specifically, Figure 2 The flowchart shows the calculation of the comprehensive influence value of eccentric loading and the construction of the index.

[0064] The process of extracting the eccentric loading conditions of historical edge beams within a preset operating period after repair from each sample, determining the comprehensive influence value of the eccentric loading on each sample, and constructing strain coordination index and deformation difference index to characterize the coordinated response relationship between historical edge beams and adjacent beams includes the following steps:

[0065] Step S21: Analyze each sample in sequence and extract the lateral collaborative response between the historical side beam of the sample and the adjacent beam when subjected to the eccentric load of heavy vehicles within the preset operating cycle after repair and when the sample is put into operation.

[0066] Step S22: Based on the lateral coordinated response situation, identify the lateral coordinated response enhancement phenomenon of the historical side beams of each sample within the preset operating cycle, and calculate the comprehensive influence value of the eccentric load on the historical side beams of each sample according to at least one of the duration, frequency of occurrence, degree of enhancement and cumulative enhancement of the lateral coordinated response enhancement phenomenon.

[0067] Step S23: Extract the strain response data and deflection response data or displacement response data of the historical edge beam and its adjacent beams for each sample within the preset operating cycle. Based on the strain response data, construct a strain coordination index characterizing the coordinated response relationship between the edge beam and its adjacent beams. Based on the deflection response data or displacement response data, construct a deformation difference index characterizing the deformation difference relationship between the edge beam and its adjacent beams. It should be noted that the strain coordination index and deformation difference index are preferably constructed based on the strain response data and deflection response data or displacement response data of each sample at the end of the preset operating cycle, used to characterize the stable coordinated response state between the edge beam and its adjacent beams after experiencing the preset operating cycle.

[0068] In this embodiment of the invention, step S2 is mainly used to extract key data and construct indicators related to eccentric loading, which is the foundational step for subsequent judgment interval identification and repair enhancement parameter correction. By quantifying the response behavior of historical samples under specific operating conditions, a core parameter system that can reflect the changes in the cooperative stress state of the edge beam and adjacent beams is established.

[0069] Specifically, in step S21, by sequentially analyzing each sample, the response data of the historical edge beams within a preset operating cycle after repair and commissioning are extracted from the historical operating database. Furthermore, the lateral coordinated response between the edge beams and adjacent beams under the condition of heavy vehicle eccentric loading is further screened. This lateral coordinated response can be obtained through inversion using strain, deflection, or displacement data acquired by the bridge health monitoring system, or it can be calculated using a structural analysis model. The purpose of this step is to identify the coordinated stress behavior between the edge beams and adjacent beams from actual operating data, providing a data foundation for subsequent analysis.

[0070] In step S22, based on the aforementioned lateral coordinated response, the enhanced lateral coordinated response phenomenon of each sample within the preset operating cycle is identified. This enhanced lateral coordinated response phenomenon refers to the objective phenomenon that, under the eccentric loading of a heavy-duty vehicle, the coordinated response between the side beam and adjacent beams shows an enhanced trend compared to the normal operating state. This phenomenon originates from the lateral coupling relationship between the side beam and adjacent beams. When the eccentric loading is continuous or occurs frequently, this coupling effect will be amplified, leading to an increase in the intensity of the coordinated response. Therefore, this enhanced phenomenon has a clear structural mechanics basis and is reasonable and objectively existing.

[0071] It should be noted that this invention does not directly use traffic loads themselves as the analysis object, such as the number of vehicles passing through, axle load distribution, or traffic frequency. Instead, it characterizes the actual impact of eccentric loading by identifying the intermediate physical response feature of "enhanced lateral cooperative response phenomenon." Only when the eccentric loading is sufficient to cause a significant enhancement in the cooperative response between the edge beam and adjacent beams is this data included in the calculation. This avoids including low-intensity eccentric loads or random fluctuations with little impact on the structure in the analysis, thus improving the specificity and effectiveness of the constructed parameters.

[0072] After identifying the phenomenon of enhanced lateral coordinated response, the phenomenon is quantified based on at least one of its duration, frequency of occurrence, degree of enhancement, and cumulative enhancement amount to calculate the comprehensive impact value of the eccentric loading. Specifically, weighted summation, normalization, or multi-factor combination evaluation can be used to fuse the characterization parameters of different dimensions to obtain a single comprehensive impact value, which is used to characterize the overall impact of the eccentric loading on the coordinated response of the edge beam and adjacent beams within the preset operating cycle.

[0073] The enhanced lateral coordinated response phenomenon is used to characterize the phased changes in the coordinated response between the side beam and the adjacent beam under eccentric loading. In this step, the duration, frequency and degree of enhancement of this phenomenon within the preset operating cycle are statistically and fused to form a comprehensive influence value of eccentric loading that characterizes the intensity of the eccentric loading effect. This comprehensive influence value is the time accumulation or statistical quantity of the influence of eccentric loading.

[0074] In contrast, the strain coordination index and deformation difference index are used to characterize the coordinated response state of the structure at a specific moment or under a specific state, and belong to the structural response quantities.

[0075] The comprehensive influence value of eccentric loading is used to characterize the cumulative influence of eccentric loading, while the strain synergy index and deformation difference index are used to characterize the real-time response state of the structure. The two correspond to the parameters on the loading side and the response side, respectively.

[0076] In step S23, strain response data and deflection response data or displacement response data of the historical edge beams and their adjacent beams within the preset operating cycle of each sample are further extracted, and strain coordination index and deformation difference index are constructed respectively. The strain coordination index is used to characterize the consistency or coordination of the strain response between the edge beam and its adjacent beams during the stress process, and can be defined, for example, as strain difference, strain ratio, or strain correlation coefficient. The deformation difference index is used to characterize the degree of difference in deformation between the edge beam and its adjacent beams, and can be calculated, for example, based on deflection difference, displacement difference, or relative deformation. These indices are all mature structural response analysis indices in this field, and have been widely used in bridge health monitoring and structural performance evaluation. They can be directly obtained or calculated using existing monitoring equipment or calculation models.

[0077] By constructing the strain coordination index and deformation difference index, the cooperative stress state of the edge beam and adjacent beams can be characterized from the perspectives of internal force response and overall structural deformation, respectively. The strain coordination index reflects the consistency or degree of coordination in the strain response of the edge beam and adjacent beams during the stress process, characterizing their internal force transmission and stress coordination relationship. The deformation difference index reflects the degree of difference in deflection or displacement between the edge beam and adjacent beams, characterizing the coordination of the structure at the overall deformation level. The combined use of these two types of indices avoids the problem of insufficient characterization by a single index, thus more comprehensively and accurately reflecting the changing characteristics of the cooperative stress state of the edge beam and adjacent beams, providing a reliable basis for subsequent identification of the determination interval.

[0078] Furthermore, the setting of the comprehensive influence value of the eccentric loading is essentially a unified quantitative expression of the complex eccentric loading process and its impact on the structural coordinated response, thereby achieving comparability between different historical samples. The relationship between this comprehensive influence value and the strain coordination index and deformation difference index can reflect the evolution law of the structural coordinated response state under different eccentric loading intensities, thus providing a basis for identifying at what degree of eccentric loading the structural response begins to change significantly. This corresponds to the purpose of conducting research on specific eccentric loading operating conditions in step S1.

[0079] Furthermore, the method for analyzing the structural condition of old concrete T-beam bridges based on multi-data fusion also includes the following steps:

[0080] S3. Based on the correspondence between the comprehensive influence value of the off-center loading on each sample and the strain coordination index and deformation difference index, determine the judgment interval in which both the strain coordination index and deformation difference index show abnormal responses after repair.

[0081] Specifically, Figure 3 A flowchart for determining the decision interval is shown.

[0082] The determination of the interval in which both the strain synergy index and the deformation difference index show abnormal responses after repair, based on the correspondence between the comprehensive influence value of the eccentric loading on each sample and the strain synergy index and deformation difference index, specifically includes the following steps:

[0083] Step S31: Sort the samples according to the comprehensive influence value of the partial load from smallest to largest to obtain the sample sequence;

[0084] Step S32: Extract the change trends of strain coordination index and deformation difference index corresponding to the sample sequence, and analyze the change trends to identify the turning point where the strain coordination index and the deformation difference index change from relatively stable changes to synchronous enhancement or increased fluctuation.

[0085] Step S33: The turning point is determined as the interval in which both the strain synergy index and the deformation difference index show abnormal responses after repair.

[0086] In this embodiment of the invention, step S3 is used to further establish the correspondence between the comprehensive influence value of the eccentric load and the structural response index based on the data constructed in step S2, and to identify the key intervals in which the structural coordinated response state changes under a specific eccentric load intensity, thereby providing a basis for the subsequent correction of the repair and enhancement parameters. Specifically, step S3 identifies the critical range in which the structure changes from a relatively stable coordinated state to an abnormal response state by analyzing the correlation and change law between the comprehensive influence value of the eccentric load and the strain coordination index and deformation difference index. This process is essentially a further verification and quantitative characterization of the potential coordinated degradation phenomenon under the specific operating conditions described in step S1, thereby transforming the originally difficult-to-identify implicit influences into a definite range.

[0087] In step S31, the samples are sorted from smallest to largest according to the comprehensive influence value of the partial loading effect, resulting in a sample sequence. This process can be implemented using conventional sorting algorithms, such as direct sorting based on numerical values ​​or sorting combined with database query statements. These are common data processing methods in the field and can be directly implemented. The sorting operation ensures that the differences in the intensity of the partial loading effect among different samples form an ordered distribution, thus providing a foundation for subsequent trend analysis.

[0088] In step S32, the changing trends of the strain coordination index and the deformation difference index corresponding to the sample sequence are extracted, and the changing trends are analyzed to identify the transition intervals where the strain coordination index and the deformation difference index change from relatively stable changes to synchronous enhancement or increased fluctuation amplitude. This process can be implemented through data analysis methods such as curve fitting, sliding window analysis, rate of change calculation, or piecewise statistics, or it can be combined with simple threshold judgment or trend detection algorithms for identification. It belongs to mature data analysis technology in this field and is feasible. In practical applications, when the comprehensive influence value of the eccentric load is small, the strain coordination index and the deformation difference index usually remain within a relatively stable range; as the comprehensive influence value of the eccentric load increases, the two types of indices may show synchronous enhancement or significantly increased fluctuation amplitude, thus forming a transition characteristic.

[0089] It should be noted that the aforementioned transition intervals do not necessarily exist in all sample data. In some cases, the strain synergy index and deformation difference index may remain stable or show no significant trend. In such cases, it can be considered that no obvious abnormal characteristics of synergistic response have appeared within the analyzed data range. Correspondingly, the identification process of the current judgment interval can be terminated, and the initial repair and enhancement parameters can be kept unchanged.

[0090] In step S33, the identified transition interval is determined as the judgment interval in which both the strain synergy index and deformation difference index show abnormal responses after repair. This judgment interval characterizes the range of comprehensive influence values ​​of eccentric loads within which the structural synergy response state begins to change significantly, thus providing a basis for subsequent judgment on whether the target old concrete T-beam bridge has entered this type of abnormal response state. When the predicted comprehensive influence value of eccentric loads falls into or exceeds this judgment interval, it indicates that the existing initial repair and reinforcement parameters may not be able to sufficiently suppress the synergy response changes between the edge beam and adjacent beams under this operating condition, and corresponding corrections are needed; conversely, the current repair and reinforcement parameters can be considered to still be suitable.

[0091] Furthermore, the method for analyzing the structural condition of old concrete T-beam bridges based on multi-data fusion also includes the following steps:

[0092] S4. Predict the comprehensive impact value of the eccentric load on the side beam of the target old concrete T-beam bridge within the preset operating cycle. When the comprehensive impact value of the eccentric load exceeds the judgment interval, generate a correction factor based on the degree of its exceedance relative to the judgment interval. Then, correct the initial repair and enhancement parameters based on the correction factor to obtain the optimized repair and enhancement parameters.

[0093] Specifically, Figure 4 A flowchart illustrating the correction of the initial repair enhancement parameters is shown.

[0094] The process involves predicting the comprehensive impact of eccentric loading on the side beams of the target old concrete T-beam bridge within a preset operating cycle. When this comprehensive impact exceeds the judgment interval, a correction factor is generated based on the degree of exceedance relative to the judgment interval. The initial repair and enhancement parameters are then corrected based on the correction factor to obtain optimized repair and enhancement parameters. This process specifically includes the following steps:

[0095] Step S41: Obtain traffic load prediction information of the target old concrete T-beam bridge, and select samples that are the same as the traffic load prediction information or within the preset matching range as target samples. Based on the comprehensive influence value of the eccentric load corresponding to the target sample, determine the comprehensive influence value of the eccentric load on the side beam of the target old concrete T-beam bridge within the preset operating cycle.

[0096] Step S42: Determine whether the predicted comprehensive impact value of the off-center load exceeds the determination interval. If it does not exceed the determination interval, maintain the initial repair and enhancement parameters unchanged.

[0097] Step S43: When the predicted comprehensive impact value of the eccentric load exceeds the judgment interval, a correction factor is generated based on the degree to which the predicted comprehensive impact value of the eccentric load exceeds the judgment interval, and the initial repair and enhancement parameters are corrected according to the correction factor to obtain optimized repair and enhancement parameters. The damaged beams of the target old concrete T-beam bridge are repaired based on the optimized repair and enhancement parameters.

[0098] When generating a correction factor based on the degree to which the predicted comprehensive impact value of the eccentric load exceeds the judgment interval, a sample that is most similar to the target old concrete T-beam bridge in terms of bridge background and side beam damage is selected from the samples falling into the judgment interval as a reference sample, and the comprehensive impact value of the eccentric load corresponding to the reference sample is obtained; the correction factor is generated based on the degree to which the predicted comprehensive impact value of the eccentric load exceeds the comprehensive impact value of the eccentric load corresponding to the reference sample.

[0099] When correcting the initial repair enhancement parameters using a correction factor, a preset correction function is invoked, the correction function including:

[0100] ;

[0101] in, This refers to the optimized repair and enhancement parameters. This refers to the initial repair enhancement parameters. This refers to the maximum value limit of the repair and enhancement parameters. This refers to the predicted combined impact value of the off-center load. This refers to the comprehensive impact value of the off-center loading corresponding to the reference sample. This refers to exceeding the limit. This refers to the preset control correction strength coefficient, and it satisfies... Greater than 0, This refers to the correction factor.

[0102] In this embodiment of the invention, step S4 is a key implementation step that involves targeted modification of the initial repair and enhancement parameters after completing state identification and determination of the judgment interval. It directly corresponds to the core research problem raised in step S1, namely: under the specific heavy-duty vehicle off-center loading operation condition, the existing initial repair and enhancement parameters may not be able to fully adapt to the cooperative stress changes between the side beam and adjacent beams. This step, by introducing a prediction mechanism and a correction mechanism, transforms the aforementioned analysis results into an executable parameter adjustment scheme, thereby realizing the transformation from "state identification" to "engineering application".

[0103] In step S41, traffic load prediction information for the target old concrete T-beam bridge is obtained, and samples that are identical to or within a preset matching range of the traffic load prediction information are selected from the historical operation database as target samples. Then, based on the comprehensive influence value of the eccentric load corresponding to the target sample, the comprehensive influence value of the eccentric load on the target bridge within a preset operating cycle is determined. This process can be implemented using traffic flow prediction models, historical traffic statistics analysis, or intelligent transportation system data. It is a mature data prediction and matching technology with good engineering applicability. This method avoids directly and accurately modeling complex future loads, instead utilizing existing historical samples to achieve equivalent mapping, thereby improving the reliability and operability of the prediction.

[0104] In step S42, the predicted comprehensive impact value of the off-center load is compared with the judgment interval. When the predicted value does not exceed the judgment interval, it indicates that the structure is still in a stable state of coordinated response under the current operating conditions. In this case, the initial repair and enhancement parameters can be kept unchanged. This judgment process only involves numerical comparison, can be directly implemented, and has the characteristics of simple calculation and fast response.

[0105] In step S43, when the predicted combined effect value of the off-center load exceeds the judgment interval, it indicates that the structure may enter an abnormal state of coordinated response during future operation, at which point the initial repair and enhancement parameters need to be corrected. This step generates a correction factor based on the degree to which the predicted value exceeds the judgment interval, and adjusts the initial repair and enhancement parameters accordingly to obtain optimized repair and enhancement parameters. This process can be implemented through simple numerical calculations, has clear engineering feasibility, and enables continuous adjustment of repair parameters, avoiding the coarseness of traditional discrete adjustment methods.

[0106] Furthermore, when generating the correction factor, a reference sample is selected from the samples falling within the judgment interval. This reference sample is the one with the highest similarity to the target old concrete T-beam bridge in terms of bridge background and side beam damage. The comprehensive influence value of the eccentric loading corresponding to this reference sample is then used as a benchmark for comparison. The advantage of using the sample with the highest similarity as the reference sample is that it ensures that the selected reference object has a high degree of consistency with the target bridge in terms of structural characteristics and damage state. This makes the calculated degree of deviation more targeted and reliable, avoiding errors introduced due to excessive sample differences.

[0107] By using a method that generates correction factors based on "exceeding the limit," the advantage lies in its ability to adaptively adjust the repair and reinforcement parameters according to changes in the intensity of eccentric loading, achieving continuous and precise control. Compared to fixed or graded correction methods, this approach more accurately reflects the relationship between structural response and external forces. Furthermore, other methods can be used to generate correction factors, such as piecewise functions, nonlinear growth methods, or lookup tables based on empirical models, to adapt to different engineering needs.

[0108] In embodiments of the present invention, in addition to generating a correction factor based on the degree to which the comprehensive influence value of the eccentric load exceeds the judgment interval to correct the initial repair enhancement parameters, another correction method can be adopted: when the comprehensive influence value of the eccentric load corresponding to the target old concrete T-beam bridge enters the judgment interval, a reference sample with the same or similar background and side beam damage as the target bridge, and which does not show synchronous abnormal changes in strain coordination index and deformation difference index after repair, is retrieved from the historical operation database, and the repair enhancement parameters corresponding to the reference sample are obtained as the corrected repair parameters for the target bridge. Preferably, this method is applicable when historical samples have different repair enhancement parameter configurations under the same or similar repair scenarios, so as to select the better repair enhancement parameters by comparing the operation effects corresponding to different repair enhancement parameters. The above two correction methods can be used independently or in combination. The correction factor-based method is used to realize the continuous adjustment of repair parameters, and the reference sample-based method is used to provide a reference benchmark for repair parameters, thereby improving the rationality and reliability of the repair scheme.

[0109] The correction function used in this invention is characterized by its simple form and clear physical meaning. Its core idea is to use the initial repair and enhancement parameters as a benchmark, linearly amplify them according to the proportion by which the comprehensive influence value of the off-center loading exceeds the reference sample, and set an upper limit constraint to prevent excessive parameter growth. This method is intuitive and easy to understand, facilitating engineering applications. Furthermore, in practical applications, exponential growth, piecewise linear functions, or nonlinear mapping methods based on machine learning models can also be used to calculate the repair and enhancement parameters to further improve adaptability.

[0110] For example, in one specific embodiment, assuming the initial repair and enhancement parameters (such as the thickness of the outer steel reinforcement) of a target old concrete T-beam bridge are 100, the corresponding comprehensive influence value of the eccentric load on the reference sample is 50, and the predicted comprehensive influence value of the eccentric load on the target bridge in its future operating cycle is 70, then the excess is 20 divided by 50, i.e., 0.4. If the preset correction strength coefficient is 0.5, then the correction factor is 1 plus 0.5 multiplied by 0.4, i.e., 1.2. Thus, the corrected repair and enhancement parameters are 100 multiplied by 1.2, i.e., 120. If the preset upper limit of the repair and enhancement parameters is 130, then the final optimized repair and enhancement parameters are 120. This example shows that the present invention can reasonably adjust the repair parameters according to the changes in eccentric load.

[0111] The setting of the correction strength coefficient can be based on historical engineering experience, structural safety reserve requirements, or determined through regression analysis of historical sample data. Its significance lies in controlling the sensitivity of the adjustment of repair parameters, avoiding excessive or insufficient correction, and thus achieving a balance between safety and economy.

[0112] In summary, this invention establishes a correlation between the comprehensive influence value of eccentric loading and structural response indicators, enabling the identification and quantification of the coordinated response changes of edge beams under specific eccentric loading conditions. Furthermore, it dynamically adjusts the initial repair and reinforcement parameters through a correction mechanism, effectively addressing the problem of insufficient consideration of the coordinated deterioration of edge beams and adjacent beams in existing technologies. This improves the adaptability of the repair scheme and the structural safety. This invention not only enhances the repair effect of old concrete T-beam bridges but also has promising prospects for widespread application in bridge maintenance management, structural health assessment, and reinforcement optimization design.

[0113] Furthermore, Figure 5 An application architecture diagram of the system provided in an embodiment of the present invention is shown.

[0114] In another preferred embodiment of the present invention, a structural condition analysis system for old concrete T-beam bridges based on multi-data fusion includes:

[0115] The sample screening module 100 is used to obtain the initial repair and enhancement parameters for the side beam when the damaged beam of the target old concrete T-beam bridge is determined to be a side beam and is under the preset heavy-load vehicle off-center load operation condition. It also selects a number of samples from the preset historical operation database. The samples and the target old concrete T-beam bridge are within the preset approximate range in terms of bridge background and side beam damage, and the repair and enhancement parameters used in the samples match the initial repair and enhancement parameters.

[0116] The preset heavy-duty vehicle off-center load operation condition refers to: a heavy-duty vehicle passing on an off-center load side close to the side beam, and at least one of the following: off-center load degree, frequency of occurrence, duration of single action, and cumulative action time exceeds a preset judgment threshold.

[0117] Furthermore, the system for analyzing the structural condition of old concrete T-beam bridges based on multi-data fusion also includes:

[0118] The index construction module 200 is used to extract the eccentric loading situation of the historical edge beams in each sample within the preset operating cycle after repair, determine the comprehensive influence value of the eccentric loading of each sample, and construct strain coordination index and deformation difference index to characterize the coordinated response relationship between the historical edge beams and adjacent beams.

[0119] Furthermore, the system for analyzing the structural condition of old concrete T-beam bridges based on multi-data fusion also includes:

[0120] The judgment interval determination module 300 is used to determine the judgment interval in which both the strain coordination index and the deformation difference index show abnormal responses after repair, based on the correspondence between the comprehensive influence value of the off-center loading of each sample and the strain coordination index and the deformation difference index.

[0121] Furthermore, the system for analyzing the structural condition of old concrete T-beam bridges based on multi-data fusion also includes:

[0122] The correction calculation module 400 is used to predict the comprehensive impact value of the eccentric load on the side beam of the target old concrete T-beam bridge within a preset operating cycle. When the comprehensive impact value of the eccentric load exceeds the judgment interval, a correction factor is generated according to the degree of its exceedance relative to the judgment interval. The initial repair and enhancement parameters are then corrected based on the correction factor to obtain the optimized repair and enhancement parameters.

[0123] It should be understood that although the steps in the flowcharts of the various embodiments of the present invention are shown sequentially according to the arrows, these steps are not necessarily executed in the order indicated by the arrows. Unless explicitly stated herein, there is no strict order restriction on the execution of these steps, and they can be executed in other orders. Moreover, at least some steps in the various embodiments may include multiple sub-steps or multiple stages. These sub-steps or stages are not necessarily completed at the same time, but can be executed at different times. The execution order of these sub-steps or stages is not necessarily sequential, but can be performed alternately or in turn with other steps or at least a portion of the sub-steps or stages of other steps.

[0124] Those skilled in the art will understand that all or part of the processes in the methods of the above embodiments can be implemented by a computer program instructing related hardware. The program can be stored in a non-volatile computer-readable storage medium, and when executed, it can include the processes of the embodiments of the above methods. Any references to memory, storage, databases, or other media used in the embodiments provided in this application can include non-volatile and / or volatile memory. Non-volatile memory can include read-only memory (ROM), programmable ROM (PROM), electrically programmable ROM (EPROM), electrically erasable programmable ROM (EEPROM), or flash memory. Volatile memory can include random access memory (RAM) or external cache memory. By way of illustration and not limitation, RAM is available in various forms, such as static RAM (SRAM), dynamic RAM (DRAM), synchronous DRAM (SDRAM), dual data rate SDRAM (DDRSDRAM), enhanced SDRAM (ESDRAM), synchronous link DRAM (SLDRAM), Rambus direct RAM (RDRAM), direct memory bus dynamic RAM (DRDRAM), and memory bus dynamic RAM (RDRAM), etc.

[0125] The technical features of the above embodiments can be combined in any way. For the sake of brevity, not all possible combinations of the technical features in the above embodiments are described. However, as long as there is no contradiction in the combination of these technical features, they should be considered to be within the scope of this specification.

[0126] The embodiments described above are merely illustrative of several implementations of the present invention, and while the descriptions are specific and detailed, they should not be construed as limiting the scope of the present invention. It should be noted that those skilled in the art can make various modifications and improvements without departing from the concept of the present invention, and these modifications and improvements all fall within the scope of protection of the present invention. Therefore, the scope of protection of this patent should be determined by the appended claims.

[0127] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions, and improvements made within the spirit and principles of the present invention should be included within the protection scope of the present invention.

Claims

1. A method for structural condition analysis of old concrete T-beam bridges based on multi-data fusion, characterized in that, The method includes: S1. When it is determined that the damaged beam of the target old concrete T-beam bridge is a side beam and is under the preset heavy-load vehicle off-center load operation condition, the initial repair and enhancement parameters formulated for the side beam are obtained, and several samples are selected from the preset historical operation database. The samples and the target old concrete T-beam bridge are within the preset approximate range in terms of bridge background and side beam damage, and the repair and enhancement parameters used in the samples match the initial repair and enhancement parameters. S2. Extract the eccentric load situation of the historical edge beams in each sample within the preset operating cycle after repair, determine the comprehensive influence value of the eccentric load of each sample, and construct strain coordination index and deformation difference index to characterize the coordinated response relationship between the historical edge beams and adjacent beams. S3. Based on the correspondence between the comprehensive influence value of the off-center loading on each sample and the strain coordination index and deformation difference index, determine the judgment interval in which both the strain coordination index and deformation difference index show abnormal response after repair. S4. Predict the comprehensive impact value of the eccentric load on the side beam of the target old concrete T-beam bridge within the preset operating cycle. When the comprehensive impact value of the eccentric load exceeds the judgment interval, generate a correction factor based on the degree of its exceedance relative to the judgment interval. Then, correct the initial repair and enhancement parameters based on the correction factor to obtain the optimized repair and enhancement parameters.

2. The method for structural state analysis of old concrete T-beam bridges based on multi-data fusion according to claim 1, characterized in that, The preset heavy-duty vehicle off-center load operation condition refers to: a heavy-duty vehicle passing on an off-center load side close to the side beam, and at least one of the following: off-center load degree, frequency of occurrence, duration of single action, and cumulative action time exceeds a preset judgment threshold.

3. The method for structural state analysis of old concrete T-beam bridges based on multi-data fusion according to claim 1, characterized in that, Specifically, the fact that the sample and the target old concrete T-beam bridge are within a preset approximate range in terms of bridge background and side beam damage means that the sample and the target old concrete T-beam bridge are the same as or within their respective preset error ranges in at least one of the following: bridge structural parameters, service life, design load level, operating environment, and traffic load level; and the damage type, location, and degree of the side beams of the sample are the same as or within their respective preset error ranges of the side beams of the target old concrete T-beam bridge.

4. The method for structural state analysis of old concrete T-beam bridges based on multi-data fusion according to claim 1, characterized in that, Step S2 specifically includes: Each sample was analyzed sequentially to extract the lateral collaborative response between the sample's historical edge beam and adjacent beams during the preset operating cycle after repair and when subjected to eccentric loading by heavy vehicles. Based on the aforementioned lateral coordinated response, the lateral coordinated response enhancement phenomenon of each sample's historical edge beam within the preset operating cycle is identified, and the comprehensive influence value of the eccentric load on each sample's historical edge beam is calculated based on at least one of the following: duration, frequency of occurrence, degree of enhancement, and cumulative enhancement amount of the lateral coordinated response enhancement phenomenon. Extract the strain response data and deflection response data or displacement response data of the historical edge beam and its adjacent beams within the preset operating cycle for each sample, and construct a strain coordination index to characterize the coordinated response relationship between the edge beam and the adjacent beam based on the strain response data, and construct a deformation difference index to characterize the deformation difference relationship between the edge beam and the adjacent beam based on the deflection response data or displacement response data.

5. The method for structural state analysis of old concrete T-beam bridges based on multi-data fusion according to claim 1, characterized in that, Step S3 specifically includes: The samples are sorted from smallest to largest according to the comprehensive influence value of the partial load, thus obtaining the sample sequence; Extract the changing trends of strain synergy index and deformation difference index corresponding to the sample sequence, analyze the changing trends, and identify the turning intervals where the strain synergy index and the deformation difference index change from relatively stable changes to synchronous enhancement or increased fluctuation amplitude. The turning point interval is defined as the interval in which both the strain synergy index and the deformation difference index show abnormal responses after repair.

6. The method for structural state analysis of old concrete T-beam bridges based on multi-data fusion according to claim 1, characterized in that, Step S4 specifically includes: Obtain traffic load prediction information of the target old concrete T-beam bridge, and select samples that are the same as the traffic load prediction information or within the preset matching range as target samples. Based on the comprehensive influence value of the eccentric load corresponding to the target sample, determine the comprehensive influence value of the eccentric load on the side beam of the target old concrete T-beam bridge within the preset operating cycle. Determine whether the predicted comprehensive impact value of the off-center load exceeds the judgment interval. If it does not exceed the judgment interval, maintain the initial repair and enhancement parameters unchanged. When the predicted comprehensive impact value of the eccentric load exceeds the judgment interval, a correction factor is generated based on the degree to which the predicted comprehensive impact value of the eccentric load exceeds the judgment interval. The initial repair and enhancement parameters are then corrected based on the correction factor to obtain optimized repair and enhancement parameters. The damaged beams of the target old concrete T-beam bridge are then repaired based on the optimized repair and enhancement parameters.

7. The method for structural state analysis of old concrete T-beam bridges based on multi-data fusion according to claim 6, characterized in that, When generating a correction factor based on the extent to which the predicted comprehensive impact value of the eccentric load exceeds the judgment interval, a sample that is most similar to the target old concrete T-beam bridge in terms of bridge background and side beam damage is selected from the samples falling into the judgment interval as a reference sample, and the comprehensive impact value of the eccentric load corresponding to the reference sample is obtained. The correction factor is generated based on the degree to which the predicted combined effect of off-center loading exceeds the combined effect of off-center loading corresponding to the reference sample.

8. The method for structural state analysis of old concrete T-beam bridges based on multi-data fusion according to claim 7, characterized in that, When correcting the initial repair enhancement parameters using a correction factor, a preset correction function is invoked, the correction function including: ； in, This refers to the optimized repair and enhancement parameters. This refers to the initial repair enhancement parameters. This refers to the maximum value limit of the repair and enhancement parameters. This refers to the predicted combined impact value of the off-center load. This refers to the comprehensive impact value of the off-center loading corresponding to the reference sample. This refers to exceeding the limit. This refers to the preset control correction strength coefficient, and it satisfies... Greater than 0, This refers to the correction factor.

9. A structural condition analysis system for old concrete T-beam bridges based on multi-data fusion, characterized in that, The system includes: The sample screening module is used to obtain the initial repair and enhancement parameters for the edge beam when the damaged beam of the target old concrete T-beam bridge is determined to be an edge beam and is under the preset heavy-load vehicle off-center load operation condition. It also selects a number of samples from the preset historical operation database. The samples and the target old concrete T-beam bridge are within the preset approximate range in terms of bridge background and edge beam damage, and the repair and enhancement parameters used in the samples match the initial repair and enhancement parameters. The index construction module is used to extract the eccentric loading of the historical edge beams in each sample within the preset operating cycle after repair, determine the comprehensive influence value of the eccentric loading of each sample, and construct strain coordination index and deformation difference index to characterize the coordinated response relationship between the historical edge beams and adjacent beams. The judgment interval determination module is used to determine the judgment interval in which both the strain coordination index and the deformation difference index show abnormal responses after repair, based on the correspondence between the comprehensive influence value of the off-center loading of each sample and the strain coordination index and the deformation difference index. The correction calculation module is used to predict the comprehensive impact value of the eccentric load on the side beams of the target old concrete T-beam bridge within a preset operating cycle. When the comprehensive impact value of the eccentric load exceeds the judgment interval, a correction factor is generated according to the degree of its exceedance relative to the judgment interval. The initial repair and enhancement parameters are then corrected based on the correction factor to obtain the optimized repair and enhancement parameters.

10. The structural condition analysis system for old concrete T-beam bridges based on multi-data fusion according to claim 9, characterized in that, The preset heavy-duty vehicle off-center load operation condition refers to: a heavy-duty vehicle passing on an off-center load side close to the side beam, and at least one of the following: off-center load degree, frequency of occurrence, duration of single action, and cumulative action time exceeds a preset judgment threshold.

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