CN-121997669-A - Steel bridge pavement perception analysis system and method based on multidimensional data

CN121997669ACN 121997669 ACN121997669 ACN 121997669ACN-121997669-A

Abstract

The application relates to a steel bridge pavement perception analysis system and method based on multidimensional data. The method comprises the steps of obtaining construction holding time and interface parameters through testing raw materials to guide mixture design, preparing a test piece according to the construction holding time and the interface parameters, measuring a dynamic modulus main curve, a fatigue damage model and limit strain, building a reduced scale test piece finite element model based on the main curve to predict bending tensile strain, carrying out a fatigue test in combination with the limit strain to obtain reduced scale service life, obtaining a key stress range of a steel plate through full scale model finite element analysis, formulating an acceleration loading scheme according to the key stress range, executing loading, collecting multi-source monitoring data to determine full scale final fatigue service life, calibrating the fatigue damage model according to the service life, and finally evaluating paving system performance based on the calibration model, the main curve and the full scale service life. According to the closed loop verification process from the material to the full scale, the prediction model is calibrated through multi-scale test data iteration, so that the accuracy and the reliability of the long-term performance evaluation of the steel bridge deck pavement system are remarkably improved.

Inventors

HUANG JIN
ZHANG HUI
YIN YUAN
LI DI
WU FEI
LUO RUILIN
JIANG QI
ZHANG QUANMIN

Assignees

湖北省路桥集团有限公司

Dates

Publication Date: 20260508
Application Date: 20260203

Claims (8)

1. A steel bridge pavement perception analysis method based on multi-dimensional data is characterized by comprising the following steps: S1, carrying out rheological viscosity test on key raw materials used by a pavement system of a target steel bridge deck to obtain a construction tolerance time range, and obtaining interface bonding parameters of the key raw materials and different aggregates through contact angle measurement and a drawing test; S2, preparing a pavement mixture test piece by designing a mixture mixing ratio based on the construction residence time range and the interface bonding parameter, obtaining a dynamic modulus main curve of the pavement mixture test piece by a dynamic modulus test, and obtaining a fatigue damage evolution model and a fatigue limit strain based on accumulated dissipation energy by a four-point bending fatigue test; s3, based on the dynamic modulus main curve, establishing a finite element model of a reduced scale combined structure test piece prepared from the pavement mixture test piece and a steel plate, predicting pavement layer bottom bending tensile strain response of the reduced scale combined structure test piece under bending load through the finite element model; S4, determining an acceleration loading scheme for performing an acceleration loading test on the full-scale segment model based on a stress range of a key part of the steel plate obtained by finite element analysis on the full-scale segment model under actual wheel load, wherein the full-scale segment model is manufactured according to an actual bridge; S5, executing an acceleration loading cycle on the full-scale segment model according to the acceleration loading scheme, collecting dynamic strain data and acoustic emission signals in the loading process, and carrying out nondestructive testing on the full-scale segment model periodically to obtain deflection data and radar detection data; S6, comparing the final fatigue life with the fatigue life of the test piece with the reduced scale combined structure and the predicted life extrapolated by the fatigue damage evolution model to obtain a comparison result; and S7, performing performance evaluation on the pavement system based on the fatigue damage evolution model after calibration, the dynamic modulus main curve and the final fatigue life.
2. The method of claim 1, wherein the obtaining a dynamic modulus principal curve by a dynamic modulus test comprises: s11, carrying out uniaxial compression dynamic modulus test on the pavement mixture test piece under a plurality of preset temperatures and a plurality of preset loading frequencies to obtain complex modulus data; and S12, applying a time-temperature equivalent principle, and horizontally superposing the complex modulus data measured at different temperatures to a selected reference temperature to generate the dynamic modulus main curve of the pavement mixture test piece at the reference temperature.
3. The method according to claim 1, wherein the deriving fatigue damage evolution model and fatigue limit strain based on accumulated dissipated energy by four-point bending fatigue test comprises: s21, under a plurality of preset strain levels, performing a four-point bending fatigue test of strain control on the pavement mixture test piece, and continuously recording stress data, strain data and stiffness modulus data of the test piece of each loading cycle; S22, calculating dissipation energy of each loading cycle based on the recorded stress data and strain data, and calculating a damage variable corresponding to each loading cycle based on the stiffness modulus data of the test piece; s23, for each pavement mixture test piece, accumulating the dissipation energy from the first time to the current cycle to obtain accumulated dissipation energy, and establishing a power law relation model between the damage variable and the accumulated dissipation energy And determining parameters of the fatigue damage evolution model through fitting And Wherein, the method comprises the steps of, The variable of the damage is represented by a value of, Representing the cumulative dissipated energy; And S24, fitting a stress-life curve equation according to fatigue life data of the pavement mixture test piece when the pavement mixture test piece is damaged under different strain levels, and determining the fatigue limit strain of the pavement mixture test piece by extrapolation of the stress-life curve equation to preset cycle times and combination of evolution characteristics of the accumulated dissipation energy.
4. The method of claim 1, wherein said determining a final fatigue life of said full-scale segment model under equivalent standard axle load based on said dynamic strain data, said acoustic emission signal, said deflection data, and said radar detection data comprises: s31, generating strain amplitude evolution data by calculating a moving average value of the strain amplitude of the key point based on the dynamic strain data; s32, extracting an acoustic emission event rate and accumulated energy by analyzing the acoustic emission signal, and generating event characteristic data according to the acoustic emission event rate and the accumulated energy; S33, generating rigidity sequence data by back calculation of the overall equivalent rigidity of the full-scale segment model according to the deflection data; s34, identifying the morphology and the range of interlayer delamination and internal cracks by judging the radar detection data, and generating damage image data; And S35, performing failure evaluation on the full-scale segment model based on the strain amplitude evolution data, the event characteristic data, the rigidity sequence data and the damage image data to obtain an evaluation result, judging that the full-scale segment model fails when the evaluation result meets a preset damage criterion, and recording the accumulated equivalent standard axle load action times as the final fatigue life, wherein the strain amplitude evolution data is used for evaluating whether the strain level of a key point is continuously over-limited, the event characteristic data is used for evaluating whether the interface damage enters an active period, the rigidity sequence data is used for evaluating whether the overall performance of the structure is suddenly reduced, and the damage image data is used for evaluating whether the internal damage penetrates through a key section.
5. The method according to any one of claims 1 to 4, wherein said evaluating the performance of the paving system based on the calibrated fatigue damage evolution model, the dynamic modulus principal curve and the final fatigue life comprises: S41, inputting a designed traffic load spectrum into a structural response analysis model integrated with the fatigue damage evolution model after calibration and a paving material viscoelasticity constitutive defined by the dynamic modulus main curve, and calculating an accumulated damage development curve of the paving system in the service process; s42, calibrating a performance degradation end point of the pavement system under the condition of the accelerated loading test based on the final fatigue life; S43, predicting the accumulated standard axle load action times born by the pavement system when the designed traffic load spectrum reaches a preset service performance threshold according to the mapping relation between the accumulated damage development curve and the performance degradation end point, and taking the accumulated standard axle load action times as a prediction service life assessment result of the pavement system.
6. A steel bridge deck pavement perception analysis system based on multi-dimensional data for implementing the method of any one of claims 1 to 5, the system comprising: The raw material characteristic analysis module is used for obtaining a construction tolerance time range by carrying out rheological viscosity test on key raw materials used by a pavement system of a target steel bridge deck, and obtaining interface bonding parameters of the key raw materials and different aggregates through contact angle measurement and drawing test; The mixed material performance modeling module is used for preparing a paved mixed material test piece by designing a mixed material mixing ratio based on the construction holding time range and the interface bonding parameter, obtaining a dynamic modulus main curve for the paved mixed material test piece by a dynamic modulus test, and obtaining a fatigue damage evolution model and a fatigue limit strain based on accumulated dissipation energy by a four-point bending fatigue test; The reduced scale structure fatigue prediction module is used for establishing a finite element model of a reduced scale combined structure test piece prepared from the pavement mixture test piece and a steel plate based on the dynamic modulus main curve, predicting the pavement layer bottom bending tensile strain response of the reduced scale combined structure test piece under bending load through the finite element model; The accelerating and loading scheme planning module is used for determining an accelerating and loading scheme for carrying out an accelerating and loading test on the full-scale segment model based on the stress range of a key part of the steel plate under the actual wheel load, which is obtained by carrying out finite element analysis on the full-scale segment model, wherein the full-scale segment model is manufactured according to an actual bridge; The structure response real-time monitoring module is used for executing acceleration loading circulation on the full-scale segment model according to the acceleration loading scheme, collecting dynamic strain data and acoustic emission signals in the loading process, and obtaining deflection data and radar detection data by carrying out nondestructive detection on the full-scale segment model at regular intervals; the model dynamic calibration module is used for comparing the final fatigue life with the fatigue life of the test piece with the reduced scale combined structure and the predicted life extrapolated by the fatigue damage evolution model to obtain a comparison result; and the comprehensive performance evaluation module is used for evaluating the performance of the pavement system based on the calibrated fatigue damage evolution model, the dynamic modulus main curve and the final fatigue life.
7. A computer device comprising a memory and a processor, the memory storing a computer program, characterized in that the processor implements the method of any one of claims 1 to 5 when executing the computer program.
8. A computer readable storage medium, on which a computer program is stored, characterized in that the computer program, when being executed by a processor, implements the method of any one of claims 1 to 5.

Description

Steel bridge pavement perception analysis system and method based on multidimensional data Technical Field The invention belongs to the field of engineering evaluation, and particularly relates to a steel bridge pavement perception analysis system and method based on multidimensional data. Background The steel bridge deck pavement is used as a key component of a long-span bridge driving system, and the long-term durability of the steel bridge deck pavement is directly related to the safety, the service life and the operation and maintenance cost of a bridge structure. Because the orthotropic steel deck slab has a complex structure, the pavement layer not only bears the direct action of the vehicle load, but also is influenced by the coupling of multiple factors such as the cooperative deformation with the steel plate, the environmental temperature change, the interface bonding state and the like, and the damage mode of the pavement layer is often expressed as interweaving of various forms such as fatigue cracking, interlayer delamination, rutting and the like, so that the accurate evaluation of the performance of the pavement layer faces a great challenge. At present, the common evaluation method in the industry focuses on single scale or local links, for example, the material level is focused on basic physical and mechanical indexes of cementing materials such as asphalt or epoxy resin, and road performance is evaluated through tests such as rutting, bending and the like on the mixed material level, or simple shearing and drawing tests are carried out by adopting small-size composite test pieces. These methods, while reflecting a particular level of characteristics, fail to build a complete logic chain from material properties to the overall response of the structure. Due to the lack of systematic multi-scale verification closed loop, when the long-term performance of an actual bridge deck pavement system is predicted based on material or reduced scale test results, significant deviation often exists, so that early damage occurs to materials and structural schemes with excellent laboratory performance in actual engineering. In addition, although the traditional full-scale test or physical bridge observation can reflect the real situation, the method has the limitations of high cost, long period, uncontrollable variable and the like, and is difficult to be used for rapid speed selection and optimization of a scheme. Therefore, a systematic evaluation method which can penetrate through a plurality of scales such as materials, mixtures, combined structures and full-scale models and has clear parameter transfer and verification relation among the scales is urgently needed, so that the long-term service performance of a steel bridge deck pavement system is predicted and evaluated more scientifically, accurately and efficiently, and a reliable basis is provided for engineering design and maintenance decision. Disclosure of Invention Based on the above, it is necessary to provide a steel bridge pavement perception analysis method, system, equipment and medium based on multidimensional data. In a first aspect, the application provides a steel bridge pavement perception analysis method based on multidimensional data, which comprises the following steps: s1, carrying out rheological viscosity test on key raw materials used by a pavement system of a target steel bridge deck to obtain a construction tolerance time range, and obtaining interface bonding parameters of the key raw materials and different aggregates through contact angle measurement and a drawing test; S2, preparing a pavement mixture test piece by designing a mixture mixing ratio based on a construction holding time range and interface bonding parameters, obtaining a dynamic modulus main curve of the pavement mixture test piece by a dynamic modulus test, and obtaining a fatigue damage evolution model and a fatigue limit strain based on accumulated dissipation energy by a four-point bending fatigue test; S3, based on a dynamic modulus main curve, establishing a finite element model of a reduced scale combined structure test piece prepared from a pavement mixture test piece and a steel plate, predicting a pavement layer bottom bending tensile strain response of the reduced scale combined structure test piece under bending load through the finite element model; S4, determining an acceleration loading scheme for performing an acceleration loading test on the full-scale segment model based on the stress range of the key part of the steel plate under the actual wheel load, which is obtained by finite element analysis on the full-scale segment model, wherein the full-scale segment model is manufactured according to an actual bridge; s5, executing acceleration loading circulation on the full-scale segment model according to an acceleration loading scheme, collecting dynamic strain data and acoustic emission signals in the loading process, and carrying out nondes