UHPC-steel box superposed beam full-bridge anti-seismic analysis method and system

Abstract

The invention discloses a UHPC-steel box superposed beam full-bridge anti-seismic analysis method. The method comprises the following steps: constructing a full-bridge simplified model, a first fine model and a second fine model of a to-be-analyzed bridge; calculating the full-bridge simplified model, and loading a calculation result to a first fine model; loading a calculation result of the first fine model to a second fine model; adjusting dynamic response parameters of the simplified part according to a calculation result; and performing anti-seismic safety analysis on the to-be-analyzed bridge according to the related data. According to the method, the full-bridge model is decomposed into the three models for sequential circulation calculation, the response characteristics of the detail structures in the seismic dynamic response are fully expressed, UHPC-steel box superposed beam full-bridge seismic response analysis can be carried out, the situation that too many detail structures are contained in one model is avoided, the dynamic calculation efficiency can be greatly improved, and the accuracy of seismic response analysis is improved. And meanwhile, the situation that calculation is not converged is reduced, and UHPC-steel box superposed beam full-bridge anti-seismic response analysis can be carried out.

Description

Technical Field

[0001] The present invention relates to intelligent design analysis technology, and in particular to a seismic analysis method and system for a UHPC-steel box composite beam full bridge. Background Art

[0002] As an important transportation infrastructure, the safety and stability of bridges are of vital importance in the face of natural disasters such as earthquakes. They need to meet the requirements of not being damaged in small earthquakes, being repairable in medium earthquakes, and not being broken in large earthquakes. Therefore, seismic analysis of bridges is a key step to ensure that they can maintain normal functions or at least not be seriously damaged under earthquakes. UHPC-steel box composite beam is a new structural system with upper steel box beam and lower UHPC. Its structural force is reasonable, the system type is novel, and its innovation is outstanding. It has broad application prospects. However, for the seismic analysis of UHPC-steel box composite beam, the upper steel box beam will have detailed structures such as bolts, screw holes, welds, and overlaps, and the lower UHPC structure will have detailed structures such as reinforcement and embedded parts, which will affect the dynamic response results under the influence of earthquakes; however, when these detailed structures are finely modeled for full bridge analysis, the calculation process is too complicated, not only the calculation time is very long, but it is also very easy to fail to converge within the time step, affecting the analysis results. Summary of the invention

[0003] In order to at least overcome the above-mentioned deficiencies in the prior art, the purpose of the present application is to provide a method and system for seismic analysis of a full bridge of a UHPC-steel box composite beam.

[0004] In a first aspect, an embodiment of the present application provides a seismic analysis method for a UHPC-steel box composite beam full bridge, comprising: Constructing a simplified model of the whole bridge to be analyzed; the upper structure of the simplified model of the whole bridge includes a bridge deck structure, a steel box girder structure, a connector structure and a UHPC structure arranged in sequence from top to bottom, and the lower structure of the finite element model of the whole bridge includes piers and abutments, and the upper structure and the lower structure are connected by a support structure; Constructing a first fine model and a second fine model; the first fine model is composed of a simplified structure of a bridge deck structure and a steel box girder structure, and a fine structure of a connector structure and a UHPC structure; the second fine model is composed of a fine structure of a bridge deck structure and a steel box girder structure; Performing dynamic response calculation on the simplified model of the full bridge using a preset earthquake load spectrum, and loading the calculation result into the first refined model for dynamic response calculation; Loading the calculation result of the first fine model into the second fine model to perform dynamic response calculation; adjusting dynamic response parameters of the simplified full-bridge model and simplified parts in the first refined model according to calculation results of the simplified full-bridge model, the first refined model and the second refined model; When the calculation is repeated and the dynamic response parameters of the simplified part are adjusted to meet the preset requirements, the seismic safety analysis of the bridge to be analyzed is performed based on the relevant data of the connector structure and the UHPC structure output by the first fine model and the relevant data of the bridge deck structure and the steel box girder structure output by the second fine model.

[0005] When implementing the embodiment of the present application, it is necessary to construct a simplified model of the entire bridge, which can be constructed based on finite elements. In this simplified model, it is not necessary to include various detailed structures, and it is only necessary to ensure the accuracy of the overall structure. The detailed structures are simplified, such as bolts, screw holes, welds, overlaps, reinforcement, embedded parts, etc., which can be equivalent to the corresponding structural parameters. In the embodiment of the present application, the simplified model of the entire bridge needs to include the upper structure and the lower structure, and the upper structure and the lower structure are connected by supports. For the dynamic response analysis of the lower structure, the dynamic analysis of the UHPC-steel box composite beam bridge and other bridges is similar, so in the embodiment of the present application, the main analysis content is the dynamic response of the upper structure.

[0006] In the embodiment of the present application, in order to accurately express the influence of the detailed structure of the superstructure on the dynamic response, it is necessary to construct a first fine model and a second fine model; in the first fine model, the connector structure and the UHPC structure are finely modeled, and the bridge deck structure and the steel box girder structure are simplified models that are the same as the simplified model of the whole bridge; the second fine model is a fine modeling that only includes the bridge deck structure and the steel box girder structure. Fine modeling requires the construction of all detailed structures and the simulation of the coupling between each detailed structure and the surrounding units.

[0007] In the embodiment of the present application, it is necessary to first calculate the dynamic response of the simplified model of the whole bridge through the preset seismic load spectrum. The selection, optimization and direction setting of the seismic load spectrum belong to the prior art, and the embodiment of the present application will not be repeated. Since the simplified model of the whole bridge does not contain detailed structures, its calculation results will be easy to converge and the calculation speed will be faster. Before calculating the simplified model of the whole bridge, it is necessary to initialize the various dynamic response parameters of the model, such as elastic modulus, density, Poisson's ratio, etc., which can be calculated and generated according to the structural material conditions and the possible influence of the corresponding detailed structure. Through the calculation of the simplified model of the whole bridge, the influence of the current seismic load spectrum on the superstructure can be obtained. This influence can be characterized by displacement, stress, acceleration, etc. This influence is loaded on the first fine model for dynamic response calculation. The connector structure and UHPC structure with detailed structures, as well as the simplified bridge deck structure and steel box girder structure in the earthquake response can be analyzed; similarly, the influence of the first fine model on the second fine model can be obtained, and the response of the second fine model can be calculated.

[0008] In the embodiment of the present application, the calculation results of the same part may be different in the calculation results of the simplified model of the whole bridge, the first fine model and the second fine model. This difference is mainly caused by the difference in dynamic response between the simplified structure and the detailed structure. Therefore, the response parameters of the simplified structure are corrected by the response difference, so as to obtain more accurate calculation results of the simplified model of the whole bridge and the first fine model; the response parameters of the simplified structure are corrected by cyclic iteration, and the dynamic response results of the detailed structure finally obtained are used for seismic safety analysis. In the embodiment of the present application, the dynamic response parameters are generally similar to the calculation results of the simplified model of the whole bridge, the first fine model and the second fine model at the same specific part until they meet the preset requirements, which indicates that the parameters of the simplified structure have been fully optimized. Through the above technical solution, the full bridge model is decomposed into three models for sequential cyclic calculation, which fully expresses the response characteristics of the detailed structure in the earthquake dynamic response, and can perform the seismic response analysis of the UHPC-steel box composite beam full bridge, and will not include too many detailed structures in one model, which can greatly speed up the efficiency of dynamic calculation, and reduce the situation of non-convergence of calculation, and can perform the seismic response analysis of the UHPC-steel box composite beam full bridge.

[0009] In a possible implementation, performing dynamic response calculation on the simplified model of the full bridge using a preset seismic load spectrum, and loading the calculation result on the first fine model for dynamic response calculation includes: Applying a preset seismic load spectrum to the bottom of the simplified full-bridge model to perform dynamic response calculation, obtaining stress time-history data at the bottom of the UHPC structure in the simplified full-bridge model as first simplified stress data, obtaining displacement difference time-history data at the bottom of the connector structure and the UHPC structure in the simplified full-bridge model as first simplified displacement data, and obtaining displacement difference time-history data at the bottom of the bridge deck structure and the steel box girder structure in the simplified full-bridge model as second simplified displacement data; The first simplified stress data is loaded at the corresponding position at the bottom of the first fine model, the stress time-history data at the top of the connector structure in the first fine model is obtained as the second simplified stress data, and the displacement difference time-history data between the connector structure and the bottom of the UHPC structure in the first fine model is obtained as the first fine displacement data.

[0010] In a possible implementation, loading the calculation result of the first fine model into the second fine model to perform dynamic response calculation includes: The second simplified stress data is loaded at a corresponding position at the bottom of the second fine model, and the displacement difference time-history data of the bottom of the bridge deck structure and the steel box girder structure in the second fine model are obtained as the second fine displacement data.

[0011] In a possible implementation, adjusting the dynamic response parameters of the simplified full-bridge model and the simplified part in the first fine model according to the calculation results of the simplified full-bridge model, the first fine model, and the second fine model includes: The dynamic response parameters of the bridge deck structure and the steel box girder structure in the simplified model of the full bridge and the first refined model are corrected by the difference between the second refined displacement data and the second simplified displacement data; the dynamic response parameters of the connector structure and the UHPC structure in the simplified model of the full bridge are corrected by the difference between the first refined displacement data and the first simplified displacement data.

[0012] In a possible implementation, correcting the dynamic response parameter by the difference between the refined displacement data and the simplified displacement data includes: The loss value is calculated according to the refined displacement data and the corresponding simplified displacement data, and a new dynamic response parameter is generated according to the correction function.

[0013] In a possible implementation, the new dynamic response parameter is generated according to the correction function using the following formula: In the formula, is the jth dynamic response parameter after correction, is the jth dynamic response parameter before correction, is the correction coefficient of the jth dynamic response parameter, is the loss value, is the i-th fine displacement data, is the simplified displacement data corresponding to the i-th fine displacement data.

[0014] In a possible implementation, repeatedly calculating and adjusting the dynamic response parameters of the simplified part to meet the preset requirements includes: The calculation is repeated until the absolute value of the loss value is smaller than a preset value.

[0015] In the second aspect, the present application also provides a UHPC-steel box composite beam full bridge seismic analysis system, including: A simplified modeling unit is configured to construct a simplified model of the entire bridge to be analyzed; the upper structure of the simplified model of the entire bridge includes a bridge deck structure, a steel box girder structure, a connector structure, and a UHPC structure arranged in sequence from top to bottom, the lower structure of the finite element model of the entire bridge includes piers and abutments, and the upper structure and the lower structure are connected by a support structure; A fine modeling unit is configured to construct a first fine model and a second fine model; the first fine model is composed of a simplified structure of a bridge deck structure and a steel box girder structure, and a fine structure of a connector structure and a UHPC structure; the second fine model is composed of a fine structure of a bridge deck structure and a steel box girder structure; A first calculation unit is configured to perform dynamic response calculation on the simplified model of the full bridge through a preset seismic load spectrum, and load the calculation result into the first fine model for dynamic response calculation; A second calculation unit is configured to load the calculation result of the first fine model into the second fine model to perform dynamic response calculation; an adjusting unit configured to adjust dynamic response parameters of the simplified full-bridge model and a simplified part in the first fine model according to calculation results of the simplified full-bridge model, the first fine model and the second fine model; The iteration unit is configured to repeatedly perform calculations and adjust the dynamic response parameters of the simplified part until preset requirements are met, and then perform seismic safety analysis on the bridge to be analyzed based on the relevant data of the connector structure and the UHPC structure output by the first fine model and the relevant data of the bridge deck structure and the steel box girder structure output by the second fine model.

[0016] In a possible implementation manner, the first computing unit is further configured to: Applying a preset seismic load spectrum to the bottom of the simplified full-bridge model to perform dynamic response calculation, obtaining stress time-history data at the bottom of the UHPC structure in the simplified full-bridge model as first simplified stress data, obtaining displacement difference time-history data at the bottom of the connector structure and the UHPC structure in the simplified full-bridge model as first simplified displacement data, and obtaining displacement difference time-history data at the bottom of the bridge deck structure and the steel box girder structure in the simplified full-bridge model as second simplified displacement data; The first simplified stress data is loaded at the corresponding position at the bottom of the first fine model, the stress time-history data at the top of the connector structure in the first fine model is obtained as the second simplified stress data, and the displacement difference time-history data between the connector structure and the bottom of the UHPC structure in the first fine model is obtained as the first fine displacement data.

[0017] In a possible implementation manner, the second computing unit is further configured to: The second simplified stress data is loaded at a corresponding position at the bottom of the second fine model, and the displacement difference time-history data of the bottom of the bridge deck structure and the steel box girder structure in the second fine model are obtained as the second fine displacement data.

[0018] Compared with the prior art, the present invention has the following advantages and beneficial effects: The seismic analysis method and system of the UHPC-steel box composite beam full bridge of the present invention decomposes the full bridge model into three models for sequential cyclic calculations, fully expressing the response characteristics of the detailed structure in the earthquake dynamic response, and can perform seismic response analysis of the UHPC-steel box composite beam full bridge without including too many detailed structures in one model, which can greatly speed up the dynamic calculation efficiency and reduce the situation of non-convergence of calculations, and can perform seismic response analysis of the UHPC-steel box composite beam full bridge. BRIEF DESCRIPTION OF THE DRAWINGS

[0019] The drawings described herein are used to provide a further understanding of the embodiments of the present invention, constitute a part of this application, and do not constitute a limitation of the embodiments of the present invention. In the drawings: Figure 1 This is a schematic diagram of the method steps of an embodiment of the present application. DETAILED DESCRIPTION

[0020] To make the purpose, technical scheme and advantages of the embodiment of the present application clearer, the technical scheme in the embodiment of the present application will be clearly and completely described below in conjunction with the drawings in the embodiment of the present application. It should be understood that the drawings in the present application only serve the purpose of explanation and description and are not used to limit the scope of protection of the present application. In addition, it should be understood that the schematic drawings are not drawn in real proportion. The flowchart used in this application shows the operations implemented according to some embodiments of the embodiment of the present application. It should be understood that the operations of the flowchart can be implemented out of sequence, and the steps without logical context can be reversed in order or implemented simultaneously. In addition, those skilled in the art can add one or more other operations to the flowchart under the guidance of the content of the present application, or remove one or more operations from the flowchart.

[0021] In addition, the described embodiments are only a part of the embodiments of the present application, rather than all the embodiments. The components of the embodiments of the present application described and shown in the drawings here can be arranged and designed in various configurations. Therefore, the following detailed description of the embodiments of the present application provided in the drawings is not intended to limit the scope of the application claimed for protection, but merely represents the selected embodiments of the present application. Based on the embodiments of the present application, all other embodiments obtained by those skilled in the art without making creative work belong to the scope of protection of the present application.

[0022] Please refer to Figure 1 , which is a flow chart of the seismic analysis method for a UHPC-steel box composite beam full bridge provided in an embodiment of the present invention. Furthermore, the seismic analysis method for a UHPC-steel box composite beam full bridge may specifically include the contents described in the following steps S1 to S6.

[0023] S1: construct a simplified model of the whole bridge to be analyzed; the upper structure of the simplified model of the whole bridge includes a bridge deck structure, a steel box girder structure, a connector structure and a UHPC structure arranged in sequence from top to bottom, and the lower structure of the finite element model of the whole bridge includes piers and abutments, and the upper structure and the lower structure are connected by a support structure; S2: construct a first fine model and a second fine model; the first fine model consists of a simplified structure of a bridge deck structure and a steel box girder structure, and a fine structure of a connector structure and a UHPC structure; the second fine model consists of a fine structure of a bridge deck structure and a steel box girder structure; S3: performing dynamic response calculation on the simplified model of the full bridge using a preset seismic load spectrum, and loading the calculation result into the first refined model for dynamic response calculation; S4: Loading the calculation result of the first fine model into the second fine model to perform dynamic response calculation; S5: adjusting dynamic response parameters of the simplified full-bridge model and the simplified part in the first fine model according to calculation results of the simplified full-bridge model, the first fine model and the second fine model; S6: When the calculation is repeated and the dynamic response parameters of the simplified part are adjusted to meet the preset requirements, the seismic safety analysis of the bridge to be analyzed is performed according to the relevant data of the connector structure and the UHPC structure output by the first fine model and the relevant data of the bridge deck structure and the steel box girder structure output by the second fine model.

[0024] When implementing the embodiment of the present application, it is necessary to construct a simplified model of the entire bridge, which can be constructed based on finite elements. In this simplified model, it is not necessary to include various detailed structures, and it is only necessary to ensure the accuracy of the overall structure. The detailed structures are simplified, such as bolts, screw holes, welds, overlaps, reinforcement, embedded parts, etc., which can be equivalent to the corresponding structural parameters. In the embodiment of the present application, the simplified model of the entire bridge needs to include the upper structure and the lower structure, and the upper structure and the lower structure are connected by supports. For the dynamic response analysis of the lower structure, the dynamic analysis of the UHPC-steel box composite beam bridge and other bridges is similar, so in the embodiment of the present application, the main analysis content is the dynamic response of the upper structure.

[0025] In the embodiment of the present application, in order to accurately express the influence of the detailed structure of the superstructure on the dynamic response, it is necessary to construct a first fine model and a second fine model; in the first fine model, the connector structure and the UHPC structure are finely modeled, and the bridge deck structure and the steel box girder structure are simplified models that are the same as the simplified model of the whole bridge; the second fine model is a fine modeling that only includes the bridge deck structure and the steel box girder structure. Fine modeling requires the construction of all detailed structures and the simulation of the coupling between each detailed structure and the surrounding units.

[0026] In the embodiment of the present application, it is necessary to first calculate the dynamic response of the simplified model of the whole bridge through the preset seismic load spectrum. The selection, optimization and direction setting of the seismic load spectrum belong to the prior art, and the embodiment of the present application will not be repeated. Since the simplified model of the whole bridge does not contain detailed structures, its calculation results will be easy to converge and the calculation speed will be faster. Before calculating the simplified model of the whole bridge, it is necessary to initialize the various dynamic response parameters of the model, such as elastic modulus, density, Poisson's ratio, etc., which can be calculated and generated according to the structural material conditions and the possible influence of the corresponding detailed structure. Through the calculation of the simplified model of the whole bridge, the influence of the current seismic load spectrum on the superstructure can be obtained. This influence can be characterized by displacement, stress, acceleration, etc. This influence is loaded on the first fine model for dynamic response calculation. The connector structure and UHPC structure with detailed structures, as well as the simplified bridge deck structure and steel box girder structure in the earthquake response can be analyzed; similarly, the influence of the first fine model on the second fine model can be obtained, and the response of the second fine model can be calculated.

[0027] In the embodiment of the present application, the calculation results of the same part may be different in the calculation results of the simplified model of the whole bridge, the first fine model and the second fine model. This difference is mainly caused by the difference in dynamic response between the simplified structure and the detailed structure. Therefore, the response parameters of the simplified structure are corrected by the response difference, so as to obtain more accurate calculation results of the simplified model of the whole bridge and the first fine model; the response parameters of the simplified structure are corrected by cyclic iteration, and the dynamic response results of the detailed structure finally obtained are used for seismic safety analysis. In the embodiment of the present application, the dynamic response parameters are generally similar to the calculation results of the simplified model of the whole bridge, the first fine model and the second fine model at the same specific part until they meet the preset requirements, which indicates that the parameters of the simplified structure have been fully optimized. Through the above technical solution, the full bridge model is decomposed into three models for sequential cyclic calculation, which fully expresses the response characteristics of the detailed structure in the earthquake dynamic response, and can perform the seismic response analysis of the UHPC-steel box composite beam full bridge, and will not include too many detailed structures in one model, which can greatly speed up the efficiency of dynamic calculation, and reduce the situation of non-convergence of calculation, and can perform the seismic response analysis of the UHPC-steel box composite beam full bridge.

[0028] In a possible implementation, performing dynamic response calculation on the simplified model of the full bridge using a preset seismic load spectrum, and loading the calculation result on the first fine model for dynamic response calculation includes: Applying a preset seismic load spectrum to the bottom of the simplified full-bridge model to perform dynamic response calculation, obtaining stress time-history data at the bottom of the UHPC structure in the simplified full-bridge model as first simplified stress data, obtaining displacement difference time-history data at the bottom of the connector structure and the UHPC structure in the simplified full-bridge model as first simplified displacement data, and obtaining displacement difference time-history data at the bottom of the bridge deck structure and the steel box girder structure in the simplified full-bridge model as second simplified displacement data; The first simplified stress data is loaded at the corresponding position at the bottom of the first fine model, the stress time-history data at the top of the connector structure in the first fine model is obtained as the second simplified stress data, and the displacement difference time-history data between the connector structure and the bottom of the UHPC structure in the first fine model is obtained as the first fine displacement data.

[0029] When the embodiment of the present application is implemented, the stress data is used as the loading data for the next model to be loaded, and the displacement data is used as the evaluation data for evaluating the dynamic response parameters. When calculating the simplified model of the whole bridge, the first simplified displacement data and the second simplified displacement data will be obtained, which are both time-history data of relative displacement. The specific relative displacement points are generally selected from the top and bottom points in the same section. For example, the first simplified displacement data uses the displacement difference between the top of the connector structure and the bottom of the UHPC structure in the same section, and the second simplified displacement data uses the displacement difference between the top of the bridge deck structure and the bottom of the steel box girder structure in the same section. In the embodiment of the present application, the first simplified stress data is used as the data loaded to the first fine model, and the stress time-history data at the bottom of the UHPC structure is selected. It should be understood that the stress data needs to include stresses in three orthogonal directions, and the displacement data needs to include displacements in three orthogonal directions.

[0030] In the embodiment of the present application, when loading the bottom of the first fine model through the first simplified stress data, it is necessary to pay attention to the corresponding positions of different nodes, and the stress data needs to be loaded on the corresponding nodes. The first fine displacement data in the calculated result is used to characterize the displacement difference between the connector structure and the bottom of the UHPC structure, which generally corresponds to the first simplified displacement data, and the second simplified stress data is needed to load the second fine model.

[0031] In a possible implementation, loading the calculation result of the first fine model into the second fine model to perform dynamic response calculation includes: The second simplified stress data is loaded at a corresponding position at the bottom of the second fine model, and the displacement difference time-history data of the bottom of the bridge deck structure and the steel box girder structure in the second fine model are obtained as the second fine displacement data.

[0032] When the embodiment of the present application is implemented, the second fine displacement data corresponding to the second simplified displacement data can also be calculated in the same manner as the bottom loading calculation of the first fine model is performed using the first simplified stress data.

[0033] In a possible implementation, adjusting the dynamic response parameters of the simplified full-bridge model and the simplified part in the first fine model according to the calculation results of the simplified full-bridge model, the first fine model, and the second fine model includes: The dynamic response parameters of the bridge deck structure and the steel box girder structure in the simplified model of the full bridge and the first refined model are corrected by the difference between the second refined displacement data and the second simplified displacement data; the dynamic response parameters of the connector structure and the UHPC structure in the simplified model of the full bridge are corrected by the difference between the first refined displacement data and the first simplified displacement data.

[0034] When the embodiment of the present application is implemented, the difference between the second fine displacement data and the second simplified displacement data can be used to determine the degree to which the dynamic response parameters of the bridge deck structure and the steel box girder structure in the simplified structure need to be improved. Similarly, the difference between the first fine displacement data and the first simplified displacement data can be used to determine the degree to which the dynamic response parameters of the connector structure and the UHPC structure in the simplified structure need to be improved. Based on this, the dynamic response parameters can be corrected.

[0035] In a possible implementation, correcting the dynamic response parameter by the difference between the refined displacement data and the simplified displacement data includes: The loss value is calculated according to the refined displacement data and the corresponding simplified displacement data, and a new dynamic response parameter is generated according to the correction function.

[0036] In a possible implementation, the new dynamic response parameter is generated according to the correction function using the following formula: In the formula, is the jth dynamic response parameter after correction, is the jth dynamic response parameter before correction, is the correction coefficient of the jth dynamic response parameter, is the loss value, is the i-th fine displacement data, is the simplified displacement data corresponding to the i-th fine displacement data.

[0037] When implementing the embodiment of the present application, a loss function is used, wherein ± needs to be determined depending on whether the relative displacement has a positive or negative impact on the dynamic response parameter. For example, for the elastic modulus, when the moment of inertia remains unchanged, the larger the relative displacement, the smaller the relative displacement. In this case, ± needs to be a positive value. For each dynamic response parameter, it is also necessary to configure a corresponding correction coefficient to more accurately characterize the degree of influence.

[0038] In a possible implementation, repeatedly calculating and adjusting the dynamic response parameters of the simplified part to meet the preset requirements includes: The calculation is repeated until the absolute value of the loss value is smaller than a preset value.

[0039] Based on the same inventive concept, the present application also provides a UHPC-steel box composite beam full bridge seismic analysis system, including: A simplified modeling unit is configured to construct a simplified model of the entire bridge to be analyzed; the upper structure of the simplified model of the entire bridge includes a bridge deck structure, a steel box girder structure, a connector structure, and a UHPC structure arranged in sequence from top to bottom, the lower structure of the finite element model of the entire bridge includes piers and abutments, and the upper structure and the lower structure are connected by a support structure; A fine modeling unit is configured to construct a first fine model and a second fine model; the first fine model is composed of a simplified structure of a bridge deck structure and a steel box girder structure, and a fine structure of a connector structure and a UHPC structure; the second fine model is composed of a fine structure of a bridge deck structure and a steel box girder structure; A first calculation unit is configured to perform dynamic response calculation on the simplified model of the full bridge through a preset seismic load spectrum, and load the calculation result into the first fine model for dynamic response calculation; A second calculation unit is configured to load the calculation result of the first fine model into the second fine model to perform dynamic response calculation; an adjusting unit configured to adjust dynamic response parameters of the simplified full-bridge model and a simplified part in the first fine model according to calculation results of the simplified full-bridge model, the first fine model and the second fine model; The iteration unit is configured to repeatedly perform calculations and adjust the dynamic response parameters of the simplified part until preset requirements are met, and then perform seismic safety analysis on the bridge to be analyzed based on the relevant data of the connector structure and the UHPC structure output by the first fine model and the relevant data of the bridge deck structure and the steel box girder structure output by the second fine model.

[0040] In a possible implementation manner, the first computing unit is further configured to: Applying a preset seismic load spectrum to the bottom of the simplified full-bridge model to perform dynamic response calculation, obtaining stress time-history data at the bottom of the UHPC structure in the simplified full-bridge model as first simplified stress data, obtaining displacement difference time-history data at the bottom of the connector structure and the UHPC structure in the simplified full-bridge model as first simplified displacement data, and obtaining displacement difference time-history data at the bottom of the bridge deck structure and the steel box girder structure in the simplified full-bridge model as second simplified displacement data; The first simplified stress data is loaded at the corresponding position at the bottom of the first fine model, the stress time-history data at the top of the connector structure in the first fine model is obtained as the second simplified stress data, and the displacement difference time-history data between the connector structure and the bottom of the UHPC structure in the first fine model is obtained as the first fine displacement data.

[0041] In a possible implementation manner, the second computing unit is further configured to: The second simplified stress data is loaded at a corresponding position at the bottom of the second fine model, and the displacement difference time-history data of the bottom of the bridge deck structure and the steel box girder structure in the second fine model are obtained as the second fine displacement data.

[0042] Those of ordinary skill in the art will appreciate that the units and algorithm steps of each example described in conjunction with the embodiments disclosed herein can be implemented in electronic hardware, computer software, or a combination of the two. In order to clearly illustrate the interchangeability of hardware and software, the composition and steps of each example have been generally described in terms of function in the above description. Whether these functions are performed in hardware or software depends on the specific application and design constraints of the technical solution. Professional and technical personnel can use different methods to implement the described functions for each specific application, but such implementation should not be considered to be beyond the scope of the present invention.

[0043] In the several embodiments provided in the present application, it should be understood that the disclosed devices and methods can be implemented in other ways. For example, the device embodiments described above are only schematic. For example, the division of the units is only a logical function division. There may be other division methods in actual implementation, such as multiple units or components can be combined or integrated into another system, or some features can be ignored or not executed. In addition, the mutual coupling or direct coupling or communication connection shown or discussed can be an indirect coupling or communication connection through some interfaces, devices or units, or it can be an electrical, mechanical or other form of connection.

[0044] The units described as separate components may or may not be physically separated. As units, it is obvious that a person of ordinary skill in the art can realize that the units and algorithm steps of each example described in conjunction with the embodiments disclosed herein can be implemented in electronic hardware, computer software, or a combination of the two. In order to clearly illustrate the interchangeability of hardware and software, the composition and steps of each example have been generally described in terms of function in the above description. Whether these functions are performed in hardware or software depends on the specific application and design constraints of the technical solution. Professional and technical personnel can use different methods to implement the described functions for each specific application, but such implementation should not be considered to be beyond the scope of the present invention.

[0045] In addition, each functional unit in each embodiment of the present invention may be integrated into one processing unit, or each unit may exist physically separately, or two or more units may be integrated into one unit. The above integrated unit may be implemented in the form of hardware or in the form of software functional units.

[0046] If the integrated unit is implemented in the form of a software functional unit and sold or used as an independent product, it can be stored in a computer-readable storage medium. Based on this understanding, the technical solution of the present invention is essentially or the part that contributes to the prior art, or all or part of the technical solution can be embodied in the form of a software product, and the computer software product is stored in a storage medium, including a number of instructions for a computer device (which can be a personal computer, a server, or a grid device, etc.) to perform all or part of the steps of the method described in each embodiment of the present invention. The aforementioned storage medium includes: U disk, mobile hard disk, read-only memory (ROM, Read-Only Memory), random access memory (RAM, Random Access Memory), disk or optical disk and other media that can store program codes.

[0047] The specific implementation methods described above further illustrate the objectives, technical solutions and beneficial effects of the present invention in detail. It should be understood that the above description is only a specific implementation method of the present invention and is not intended to limit the scope of protection of the present invention. Any modifications, equivalent substitutions, improvements, etc. made within the spirit and principles of the present invention should be included in the scope of protection of the present invention.

Claims

1. The seismic analysis method of the UHPC-steel box composite beam full bridge is characterized by: include: Construct a simplified model of the entire bridge to be analyzed; The upper structure of the simplified model of the full bridge includes a bridge deck structure, a steel box girder structure, a connector structure and a UHPC structure arranged in sequence from top to bottom, and the lower structure of the finite element model of the full bridge includes piers and abutments, and the upper structure and the lower structure are connected by a support structure; Constructing a first fine model and a second fine model; the first fine model is composed of a simplified structure of a bridge deck structure and a steel box girder structure, and a fine structure of a connector structure and a UHPC structure; the second fine model is composed of a fine structure of a bridge deck structure and a steel box girder structure; Performing dynamic response calculation on the simplified model of the full bridge using a preset earthquake load spectrum, and loading the calculation result into the first refined model for dynamic response calculation; Loading the calculation result of the first fine model into the second fine model to perform dynamic response calculation; adjusting dynamic response parameters of the simplified full-bridge model and simplified parts in the first refined model according to calculation results of the simplified full-bridge model, the first refined model and the second refined model; When the calculation is repeated and the dynamic response parameters of the simplified part are adjusted to meet the preset requirements, the seismic safety analysis of the bridge to be analyzed is performed based on the relevant data of the connector structure and the UHPC structure output by the first fine model and the relevant data of the bridge deck structure and the steel box girder structure output by the second fine model.

2. The seismic analysis method for a UHPC-steel box composite beam full bridge according to claim 1 is characterized in that: Performing dynamic response calculation on the simplified model of the full bridge using a preset seismic load spectrum, and loading the calculation result on the first fine model for dynamic response calculation includes: Applying a preset seismic load spectrum to the bottom of the simplified full-bridge model to perform dynamic response calculation, obtaining stress time-history data at the bottom of the UHPC structure in the simplified full-bridge model as first simplified stress data, obtaining displacement difference time-history data at the bottom of the connector structure and the UHPC structure in the simplified full-bridge model as first simplified displacement data, and obtaining displacement difference time-history data at the bottom of the bridge deck structure and the steel box girder structure in the simplified full-bridge model as second simplified displacement data; The first simplified stress data is loaded at the corresponding position at the bottom of the first fine model, the stress time-history data at the top of the connector structure in the first fine model is obtained as the second simplified stress data, and the displacement difference time-history data between the connector structure and the bottom of the UHPC structure in the first fine model is obtained as the first fine displacement data.

3. The seismic analysis method for a UHPC-steel box composite beam full bridge according to claim 2 is characterized in that: Loading the calculation result of the first fine model into the second fine model to perform dynamic response calculation includes: The second simplified stress data is loaded at a corresponding position at the bottom of the second fine model, and the displacement difference time-history data of the bottom of the bridge deck structure and the steel box girder structure in the second fine model are obtained as the second fine displacement data.

4. The seismic analysis method for a UHPC-steel box composite beam full bridge according to claim 3 is characterized in that: Adjusting the dynamic response parameters of the simplified full-bridge model and the simplified part in the first fine model according to the calculation results of the simplified full-bridge model, the first fine model and the second fine model includes: The dynamic response parameters of the bridge deck structure and the steel box girder structure in the simplified model of the full bridge and the first refined model are corrected by the difference between the second refined displacement data and the second simplified displacement data; the dynamic response parameters of the connector structure and the UHPC structure in the simplified model of the full bridge are corrected by the difference between the first refined displacement data and the first simplified displacement data.

5. The seismic analysis method for a UHPC-steel box composite beam full bridge according to claim 4 is characterized in that: The dynamic response parameters corrected by the difference between the refined displacement data and the simplified displacement data include: The loss value is calculated according to the refined displacement data and the corresponding simplified displacement data, and a new dynamic response parameter is generated according to the correction function.

6. The seismic analysis method for a UHPC-steel box composite beam full bridge according to claim 5 is characterized in that: The new dynamic response parameters are generated according to the correction function using the following formula: In the formula, is the jth dynamic response parameter after correction, is the jth dynamic response parameter before correction, is the correction coefficient of the jth dynamic response parameter, is the loss value, is the i-th fine displacement data, is the simplified displacement data corresponding to the i-th fine displacement data.

7. The seismic analysis method for a UHPC-steel box composite beam full bridge according to claim 5 is characterized in that: Repeat the calculation and adjust the dynamic response parameters of the simplified part to meet the preset requirements including: The calculation is repeated until the absolute value of the loss value is smaller than a preset value.

8. A UHPC-steel box composite beam full bridge seismic analysis system using the method according to any one of claims 1 to 7, characterized in that: include: A simplified modeling unit configured to construct a simplified model of a full bridge of a bridge to be analyzed; The upper structure of the simplified model of the full bridge includes a bridge deck structure, a steel box girder structure, a connector structure and a UHPC structure arranged in sequence from top to bottom, and the lower structure of the finite element model of the full bridge includes piers and abutments, and the upper structure and the lower structure are connected by a support structure; A fine modeling unit is configured to construct a first fine model and a second fine model; the first fine model is composed of a simplified structure of a bridge deck structure and a steel box girder structure, and a fine structure of a connector structure and a UHPC structure; the second fine model is composed of a fine structure of a bridge deck structure and a steel box girder structure; A first calculation unit is configured to perform dynamic response calculation on the simplified model of the full bridge through a preset seismic load spectrum, and load the calculation result into the first fine model for dynamic response calculation; A second calculation unit is configured to load the calculation result of the first fine model into the second fine model to perform dynamic response calculation; an adjusting unit configured to adjust dynamic response parameters of the simplified full-bridge model and a simplified part in the first fine model according to calculation results of the simplified full-bridge model, the first fine model and the second fine model; The iteration unit is configured to repeatedly perform calculations and adjust the dynamic response parameters of the simplified part until preset requirements are met, and then perform seismic safety analysis on the bridge to be analyzed based on the relevant data of the connector structure and the UHPC structure output by the first fine model and the relevant data of the bridge deck structure and the steel box girder structure output by the second fine model.

9. The UHPC-steel box composite beam full bridge seismic analysis system according to claim 8, characterized in that: The first computing unit is further configured to: Applying a preset seismic load spectrum to the bottom of the simplified full-bridge model to perform dynamic response calculation, obtaining stress time-history data at the bottom of the UHPC structure in the simplified full-bridge model as first simplified stress data, obtaining displacement difference time-history data at the bottom of the connector structure and the UHPC structure in the simplified full-bridge model as first simplified displacement data, and obtaining displacement difference time-history data at the bottom of the bridge deck structure and the steel box girder structure in the simplified full-bridge model as second simplified displacement data; The first simplified stress data is loaded at the corresponding position at the bottom of the first fine model, the stress time-history data at the top of the connector structure in the first fine model is obtained as the second simplified stress data, and the displacement difference time-history data between the connector structure and the bottom of the UHPC structure in the first fine model is obtained as the first fine displacement data.

10. The UHPC-steel box composite beam full bridge seismic analysis system according to claim 9, characterized in that: The second computing unit is further configured to: The second simplified stress data is loaded at a corresponding position at the bottom of the second fine model, and the displacement difference time-history data of the bottom of the bridge deck structure and the steel box girder structure in the second fine model are obtained as the second fine displacement data.

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