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

Abstract

The application discloses a UHPC-steel box composite beam full-bridge seismic analysis method, which comprises the following steps: constructing a full-bridge simplified model, a first detailed model and a second detailed model of a bridge to be analyzed; calculating the full-bridge simplified model and loading the calculation results on the first detailed model; loading the calculation results of the first detailed model on the second detailed model; adjusting the dynamic response parameters of the simplified part according to the calculation results; and performing seismic safety analysis on the bridge to be analyzed according to relevant data. The full-bridge model is decomposed into three models for sequential cyclic calculation, so that the response characteristics of the detailed structure in the seismic dynamic response are fully expressed; the UHPC-steel box composite beam full-bridge seismic response analysis can be performed, and too many detailed structures are not included in one model, so that the dynamic calculation efficiency can be greatly improved, the calculation non-convergence condition is reduced, and the UHPC-steel box composite beam full-bridge seismic response analysis can be performed.

Description

TECHNICAL FIELD

[0001] The application relates to an intelligent design analysis technology, in particular to a UHPC-steel box composite beam full-bridge seismic analysis method and system. BACKGROUND

[0002] As important traffic infrastructure, the safety and stability of a bridge are crucial in the face of natural disasters such as earthquakes, and the bridge needs to meet the requirements of no damage under small earthquakes, repairable under medium earthquakes, and no span under large earthquakes. Therefore, seismic analysis of the bridge is a key step to ensure that the bridge can maintain normal functions or at least not be severely damaged under the action of earthquakes. The UHPC-steel box composite beam is a brand-new structure system with a steel box beam on top and a UHPC structure below, which has reasonable force structure, novel system type and outstanding innovation, and has broad application prospects. However, for the seismic analysis of the UHPC-steel box composite beam, the upper steel box beam has detailed structures such as bolts, screw holes, welds and lap joints, and the lower UHPC structure has detailed structures such as reinforcement and embedded parts, which will all affect the dynamic response results under the action of earthquakes. However, when these detailed structures are modeled in detail for full-bridge analysis, the calculation process is too complex, not only the calculation time is long, but also it is easy to fail to calculate convergence within the time step, which affects the analysis results. SUMMARY

[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 UHPC-steel box composite beam full-bridge seismic analysis method and system.

[0004] In a first aspect, the embodiments of the present application provide a UHPC-steel box composite beam full-bridge seismic analysis method, comprising:

[0005] constructing a full-bridge simplified model of a bridge to be analyzed; the upper structure of the full-bridge simplified model comprises, from top to bottom, a bridge deck structure, a steel box beam structure, a connecting piece structure and a UHPC structure, the lower structure of the full-bridge finite element model comprises a pier and an abutment, and the upper structure and the lower structure are connected through a support structure;

[0006] constructing a first detailed model and a second detailed model; the first detailed model is composed of a simplified structure of the bridge deck structure and the steel box beam structure, and a detailed structure of the connecting piece structure and the UHPC structure; the second detailed model is composed of a detailed structure of the bridge deck structure and the steel box beam structure;

[0007] performing dynamic response calculation on the full-bridge simplified model through a preset seismic load spectrum, and loading the calculation results on the first detailed model for dynamic response calculation;

[0008] loading the calculation results of the first detailed model on the second detailed model for dynamic response calculation;

[0009] adjusting dynamic response parameters of the simplified full-bridge model and the simplified portion of the first refined model according to calculation results of the simplified full-bridge model, the first refined model, and the second refined model;

[0010] After the calculation is repeated and the dynamic response parameters of the simplified part are adjusted to meet the preset requirements, a 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.

[0011] 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. 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., and they can be equivalent to 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. The upper structure and the lower structure are connected by supports. For the dynamic response analysis of the lower structure, the dynamic analysis of UHPC-steel box composite beam bridges and other bridges is relatively similar. Therefore, in the embodiment of the present application, the main analysis content is the dynamic response of the upper structure.

[0012] In this application example, to accurately demonstrate the impact of the superstructure's detailed structure on the dynamic response, a first and second detailed model are constructed. In the first detailed model, the connector structure and UHPC structure are modeled in detail, while the bridge deck and steel box girder structures are simplified models identical to the full-bridge simplified model. The second detailed model includes only the bridge deck and steel box girder structures. This detailed modeling requires constructing all detailed structures and simulating the coupling between each detailed structure and surrounding elements.

[0013] 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 earthquake load spectrum. The selection, optimization and direction setting of the earthquake load spectrum belong to the existing technology and will not be repeated in the embodiment of the present application. 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 earthquake load spectrum on the superstructure can be obtained. This influence can be characterized by displacement, stress, acceleration, etc. Loading this influence on the first fine model for dynamic response calculation can analyze the response of the connector structure and UHPC structure with detailed structures, as well as the simplified bridge deck structure and steel box girder structure in earthquakes; 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.

[0014] In the embodiments of the present application, the calculation results for the same location may differ among the calculation results of the simplified full-bridge model, the first refined model, and the second refined model. This difference is primarily due to the difference in dynamic response between the simplified structure and the detailed structure. Therefore, the response parameters of the simplified structure are corrected based on this response difference to obtain more accurate calculation results for the simplified full-bridge model and the first refined model. The response parameters of the simplified structure are then iteratively corrected, and the dynamic response results of the detailed structure are ultimately used for seismic safety analysis. In the embodiments of the present application, the dynamic response parameters generally meet the preset requirements when the calculation results for the simplified full-bridge model, the first refined model, and the second refined model for the same specific location are relatively similar, indicating that the parameters of the simplified structure have been fully optimized. Through the above-mentioned technical solution, the full-bridge model is decomposed into three models and sequentially calculated iteratively, fully expressing the response characteristics of the detailed structure in earthquake dynamic response. This allows for seismic response analysis of the full UHPC-steel box composite beam bridge without including too many detailed structures in a single model. This significantly improves dynamic calculation efficiency and reduces the occurrence of non-convergence. This allows for seismic response analysis of the full UHPC-steel box composite beam bridge.

[0015] In a possible implementation, performing dynamic response calculation on the simplified full-bridge model using a preset seismic load spectrum and loading the calculation result into the first refined model for dynamic response calculation includes:

[0016] 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 of the bottom of the UHPC structure in the simplified full-bridge model as first simplified stress data, obtaining displacement difference time-history data of 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 of the bottom of the bridge deck structure and the steel box girder structure in the simplified full-bridge model as second simplified displacement data;

[0017] The first simplified stress data is loaded at the corresponding position at the bottom of the first fine model, and 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. 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.

[0018] In a possible implementation, loading the calculation result of the first fine model into the second fine model to perform dynamic response calculation includes:

[0019] 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.

[0020] In a possible implementation, adjusting the dynamic response parameters of the simplified full-bridge model and the simplified portion of the first refined model according to calculation results of the simplified full-bridge model, the first refined model, and the second refined model includes:

[0021] The dynamic response parameters of the bridge deck structure and the steel box girder structure in the simplified full-bridge model 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 full-bridge model are corrected by the difference between the first refined displacement data and the first simplified displacement data.

[0022] In one possible implementation, correcting the dynamic response parameters based on the difference between the refined displacement data and the simplified displacement data includes:

[0023] The loss value is calculated according to the refined displacement data and the corresponding simplified displacement data, and the new dynamic response parameter is generated according to the correction function.

[0024] In a possible implementation, the new dynamic response parameter is generated according to the correction function using the following formula:

[0025]

[0026]

[0027] Where, 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.

[0028] In one possible implementation, repeatedly calculating and adjusting the dynamic response parameters of the simplified portion to meet preset requirements includes:

[0029] The calculation is repeated until the absolute value of the loss value is less than a preset value.

[0030] Secondly, this application also provides a UHPC-steel box composite beam full bridge seismic analysis system, including:

[0031] a simplified modeling unit configured to construct a simplified full-bridge model of the bridge to be analyzed; the superstructure of the simplified full-bridge model includes a bridge deck structure, a steel box girder structure, a connector structure, and a UHPC structure arranged sequentially from top to bottom; the substructure of the finite element model of the full-bridge includes piers and abutments, and the superstructure and the substructure are connected by a support structure;

[0032] a fine modeling unit configured to construct a first fine model and a second fine model; the first fine model is composed of a simplified structure of the bridge deck structure and the steel box girder structure, and a fine structure of the connector structure and the UHPC structure; the second fine model is composed of the fine structure of the bridge deck structure and the steel box girder structure;

[0033] a first calculation unit configured to perform dynamic response calculation on the simplified full-bridge model using a preset seismic load spectrum, and load the calculation result into the first refined model for dynamic response calculation;

[0034] a second calculation unit configured to load the calculation result of the first fine model into the second fine model to perform dynamic response calculation;

[0035] an adjusting unit configured to adjust dynamic response parameters of the simplified full-bridge model and a simplified portion of the first fine model according to calculation results of the simplified full-bridge model, the first fine model, and the second fine model;

[0036] The iterative 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 a 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.

[0037] In a possible implementation, the first computing unit is further configured to:

[0038] 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 of the bottom of the UHPC structure in the simplified full-bridge model as first simplified stress data, obtaining displacement difference time-history data of 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 of the bottom of the bridge deck structure and the steel box girder structure in the simplified full-bridge model as second simplified displacement data;

[0039] The first simplified stress data is loaded at the corresponding position at the bottom of the first fine model, and 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. 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.

[0040] In a possible implementation, the second computing unit is further configured to:

[0041] 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] Compared with the prior art, the present invention has the following advantages and beneficial effects:

[0043] The seismic analysis method and system for a full-bridge UHPC-steel box composite beam 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. This allows for seismic response analysis of the full-bridge UHPC-steel box composite beam without including too many detailed structures in one model, greatly accelerating dynamic calculation efficiency while reducing the likelihood of non-convergence in calculations. This allows for seismic response analysis of the full-bridge UHPC-steel box composite beam. BRIEF DESCRIPTION OF THE DRAWINGS

[0044] 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:

[0045] Figure 1 This is a schematic diagram of the method steps of an embodiment of the present application. DETAILED DESCRIPTION

[0046] In order to make the purpose, technical solutions and advantages of the embodiments of the present application clearer, the technical solutions in the embodiments of the present application will be clearly and completely described below in conjunction with the drawings in the embodiments of the present application. It should be understood that the drawings in the present application only serve the purpose of illustration 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 to scale. The flowcharts used in this application illustrate the operations implemented according to some embodiments of the embodiments of the present application. It should be understood that the operations of the flowcharts can be implemented out of sequence, and steps without logical context can be reversed or implemented simultaneously. In addition, those skilled in the art, under the guidance of the contents of this application, can add one or more other operations to the flowchart, or remove one or more operations from the flowchart.

[0047] In addition, the described embodiments are only a part of the embodiments of the present application, rather than all of the embodiments. The components of the embodiments of the present application generally 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 claimed application, 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 are within the scope of protection of the present application.

[0048] Please refer to Figure 1 , which is a flow chart of the seismic analysis method for a full-bridge of a UHPC-steel box composite beam provided in an embodiment of the present invention. Furthermore, the seismic analysis method for a full-bridge of a UHPC-steel box composite beam may specifically include the contents described in the following steps S1 to S6.

[0049] S1: Construct a simplified full-bridge model of the bridge to be analyzed; the superstructure of the simplified full-bridge model includes a bridge deck structure, a steel box girder structure, a connector structure, and a UHPC structure arranged in order from top to bottom; the substructure of the finite element model of the full-bridge includes piers and abutments, and the superstructure and the substructure are connected by a support structure;

[0050] S2: Constructing a first fine model and a second fine model; the first fine model consists of a simplified structure of the bridge deck structure and the steel box girder structure, and a fine structure of the connector structure and the UHPC structure; the second fine model consists of a fine structure of the bridge deck structure and the steel box girder structure;

[0051] S3: performing dynamic response calculation on the simplified full-bridge model using a preset seismic load spectrum, and loading the calculation results into the first refined model for dynamic response calculation;

[0052] S4: Loading the calculation results of the first fine model into the second fine model to perform dynamic response calculation;

[0053] S5: adjusting dynamic response parameters of the simplified full-bridge model and the simplified part of the first refined model according to calculation results of the simplified full-bridge model, the first refined model, and the second refined model;

[0054] S6: When the calculation is repeated and the dynamic response parameters of the simplified part are adjusted to meet the preset requirements, a 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.

[0055] 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. 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., and they can be equivalent to 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. The upper structure and the lower structure are connected by supports. For the dynamic response analysis of the lower structure, the dynamic analysis of UHPC-steel box composite beam bridges and other bridges is relatively similar. Therefore, in the embodiment of the present application, the main analysis content is the dynamic response of the upper structure.

[0056] In this application example, to accurately demonstrate the impact of the superstructure's detailed structure on the dynamic response, a first and second detailed model are constructed. In the first detailed model, the connector structure and UHPC structure are modeled in detail, while the bridge deck and steel box girder structures are simplified models identical to the full-bridge simplified model. The second detailed model includes only the bridge deck and steel box girder structures. This detailed modeling requires constructing all detailed structures and simulating the coupling between each detailed structure and surrounding elements.

[0057] 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 earthquake load spectrum. The selection, optimization and direction setting of the earthquake load spectrum belong to the existing technology and will not be repeated in the embodiment of the present application. 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 earthquake load spectrum on the superstructure can be obtained. This influence can be characterized by displacement, stress, acceleration, etc. Loading this influence on the first fine model for dynamic response calculation can analyze the response of the connector structure and UHPC structure with detailed structures, as well as the simplified bridge deck structure and steel box girder structure in earthquakes; 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.

[0058] In the embodiments of the present application, the calculation results for the same location may differ among the calculation results of the simplified full-bridge model, the first refined model, and the second refined model. This difference is primarily due to the difference in dynamic response between the simplified structure and the detailed structure. Therefore, the response parameters of the simplified structure are corrected based on this response difference to obtain more accurate calculation results for the simplified full-bridge model and the first refined model. The response parameters of the simplified structure are then iteratively corrected, and the dynamic response results of the detailed structure are ultimately used for seismic safety analysis. In the embodiments of the present application, the dynamic response parameters generally meet the preset requirements when the calculation results for the simplified full-bridge model, the first refined model, and the second refined model for the same specific location are relatively similar, indicating that the parameters of the simplified structure have been fully optimized. Through the above-mentioned technical solution, the full-bridge model is decomposed into three models and sequentially calculated iteratively, fully expressing the response characteristics of the detailed structure in earthquake dynamic response. This allows for seismic response analysis of the full UHPC-steel box composite beam bridge without including too many detailed structures in a single model. This significantly improves dynamic calculation efficiency and reduces the occurrence of non-convergence. This allows for seismic response analysis of the full UHPC-steel box composite beam bridge.

[0059] In a possible implementation, performing dynamic response calculation on the simplified full-bridge model using a preset seismic load spectrum and loading the calculation result into the first refined model for dynamic response calculation includes:

[0060] 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 of the bottom of the UHPC structure in the simplified full-bridge model as first simplified stress data, obtaining displacement difference time-history data of 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 of the bottom of the bridge deck structure and the steel box girder structure in the simplified full-bridge model as second simplified displacement data;

[0061] The first simplified stress data is loaded at the corresponding position at the bottom of the first fine model, and 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. 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.

[0062] 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 full 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 of 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.

[0063] In the embodiment of the present application, when loading the bottom of the first fine model using 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 needs to be used to load the second fine model.

[0064] In a possible implementation, loading the calculation result of the first fine model into the second fine model to perform dynamic response calculation includes:

[0065] 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.

[0066] 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 using the first simplified stress data.

[0067] In a possible implementation, adjusting the dynamic response parameters of the simplified full-bridge model and the simplified portion of the first refined model according to calculation results of the simplified full-bridge model, the first refined model, and the second refined model includes:

[0068] The dynamic response parameters of the bridge deck structure and the steel box girder structure in the simplified full-bridge model 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 full-bridge model are corrected by the difference between the first refined displacement data and the first simplified displacement data.

[0069] 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 show the extent 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 show the extent 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.

[0070] In one possible implementation, correcting the dynamic response parameters based on the difference between the refined displacement data and the simplified displacement data includes:

[0071] The loss value is calculated according to the refined displacement data and the corresponding simplified displacement data, and the new dynamic response parameter is generated according to the correction function.

[0072] In a possible implementation, the new dynamic response parameter is generated according to the correction function using the following formula:

[0073]

[0074]

[0075] Where, 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.

[0076] The present embodiment utilizes a loss function, where the ± is determined based on whether the relative displacement has a positive or negative impact on the dynamic response parameter. For example, for the elastic modulus, if the moment of inertia remains constant, a larger value results in a smaller relative displacement, in which case a positive value is required. Each dynamic response parameter also requires a corresponding correction factor to more accurately characterize the degree of impact.

[0077] In one possible implementation, repeatedly calculating and adjusting the dynamic response parameters of the simplified portion to meet preset requirements includes:

[0078] The calculation is repeated until the absolute value of the loss value is less than a preset value.

[0079] Based on the same inventive concept, this application also provides a UHPC-steel box composite beam full bridge seismic analysis system, including:

[0080] a simplified modeling unit configured to construct a simplified full-bridge model of the bridge to be analyzed; the superstructure of the simplified full-bridge model includes a bridge deck structure, a steel box girder structure, a connector structure, and a UHPC structure arranged sequentially from top to bottom; the substructure of the finite element model of the full-bridge includes piers and abutments, and the superstructure and the substructure are connected by a support structure;

[0081] a fine modeling unit configured to construct a first fine model and a second fine model; the first fine model is composed of a simplified structure of the bridge deck structure and the steel box girder structure, and a fine structure of the connector structure and the UHPC structure; the second fine model is composed of the fine structure of the bridge deck structure and the steel box girder structure;

[0082] a first calculation unit configured to perform dynamic response calculation on the simplified full-bridge model using a preset seismic load spectrum, and load the calculation result into the first refined model for dynamic response calculation;

[0083] a second calculation unit configured to load the calculation result of the first fine model into the second fine model to perform dynamic response calculation;

[0084] an adjusting unit configured to adjust dynamic response parameters of the simplified full-bridge model and a simplified portion of the first fine model according to calculation results of the simplified full-bridge model, the first fine model, and the second fine model;

[0085] The iterative 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 a 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.

[0086] In a possible implementation, the first computing unit is further configured to:

[0087] 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 of the bottom of the UHPC structure in the simplified full-bridge model as first simplified stress data, obtaining displacement difference time-history data of 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 of the bottom of the bridge deck structure and the steel box girder structure in the simplified full-bridge model as second simplified displacement data;

[0088] The first simplified stress data is loaded at the corresponding position at the bottom of the first fine model, and 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. 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.

[0089] In a possible implementation, the second computing unit is further configured to:

[0090] 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.

[0091] Those skilled 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 above description has generally described the composition and steps of each example according to function. 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.

[0092] In the several embodiments provided in this 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 merely schematic. For example, the division of the units is merely a logical function division. In actual implementation, there may be other division methods, 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 can be electrical, mechanical or other forms of connection.

[0093] The units described as separate components may or may not be physically separate, and as such it will be apparent to those ordinarily skilled in the art that the units and algorithm steps of the various examples described in connection with the embodiments disclosed herein can be implemented in electronic hardware, computer software, or combinations of both. To clearly illustrate this interchangeability of hardware and software, various examples have been described generally in terms of their functionality, without describing in detail the corresponding structure thereof. Whether such functionality is implemented as hardware or software depends on the particular application and design constraints imposed on the overall architecture. Skilled persons can implement the described functionality in varying ways for each particular application, but such implementation decisions should not be interpreted as causing a departure from the scope of the present application.

[0094] In addition, each functional unit in the various embodiments of the present application can be integrated in one processing unit, or each unit can exist physically, or two or more units can be integrated in one unit. The integrated unit can be realized in the form of hardware or in the form of a software functional unit.

[0095] When the integrated unit is realized 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 solutions of the present application essentially or the part that contributes to the prior art, or the whole or part of the technical solutions can be embodied in the form of a software product. The computer software product is stored in a storage medium and includes several instructions for causing a computer device (which can be a personal computer, a server, or a grid device, etc.) to execute all or part of the steps of the methods described in the various embodiments of the present application. The aforementioned storage medium includes: a U disk, a mobile hard disk, a read-only memory (ROM, Read-Only Memory), a random access memory (RAM, Random Access Memory), a magnetic disk or an optical disk, and various program code storage media.

[0096] The above specific embodiments further illustrate the purpose, technical solutions and beneficial effects of the present application. It should be understood that the above description is only a specific embodiment of the present application and is not used to limit the protection scope of the present application. Any modification, equivalent replacement, improvement, etc. made within the spirit and principle of the present application should be included in the protection scope of the present application.

Claims

1. The seismic analysis method of the full UHPC-steel box composite beam bridge is characterized by: include: Construct a simplified model of the entire bridge to be analyzed; The upper structure of the simplified full-bridge model includes a bridge deck structure, a steel box girder structure, a connector structure, and a UHPC structure arranged in order from top to bottom. The lower structure of the simplified full-bridge model includes piers and abutments. 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 consists of a simplified structure of the bridge deck structure and the steel box girder structure, and a fine structure of the connector structure and the UHPC structure; the second fine model consists of the fine structure of the bridge deck structure and the steel box girder structure; Performing dynamic response calculation on the simplified model of the full bridge using a preset seismic load spectrum, and loading the calculation results into the first refined model for dynamic response calculation; Loading the calculation results 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 the simplified portion of the first refined model according to calculation results of the simplified full-bridge model, the first refined model, and the second refined model; After the calculation is repeated and the dynamic response parameters of the simplified part are adjusted to meet the preset requirements, a 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 full-bridge model using a preset seismic load spectrum, and loading the calculation results onto the first refined 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 of the bottom of the UHPC structure in the simplified full-bridge model as first simplified stress data, obtaining displacement difference time-history data of 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 of 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, and 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. 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 portion of 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 full-bridge model 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 full-bridge model 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 the 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: Where, 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, 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 less 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 the entire bridge to be analyzed; The upper structure of the simplified full-bridge model includes a bridge deck structure, a steel box girder structure, a connector structure, and a UHPC structure arranged in order from top to bottom. The lower structure of the simplified full-bridge model includes piers and abutments. The upper structure and the lower structure are connected by a support structure. a fine modeling unit configured to construct a first fine model and a second fine model; the first fine model is composed of a simplified structure of the bridge deck structure and the steel box girder structure, and a fine structure of the connector structure and the UHPC structure; the second fine model is composed of the fine structure of the bridge deck structure and the steel box girder structure; a first calculation unit configured to perform dynamic response calculation on the simplified full-bridge model using a preset seismic load spectrum, and load the calculation result into the first refined model for dynamic response calculation; a second calculation unit 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 portion of the first fine model according to calculation results of the simplified full-bridge model, the first fine model, and the second fine model; The iterative 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 a 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 of the bottom of the UHPC structure in the simplified full-bridge model as first simplified stress data, obtaining displacement difference time-history data of 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 of 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, and 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. 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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