Double nonlinear analysis-oriented large-span arch bridge parametric modeling method
By integrating parametric modeling methods with MATLAB and Abaqus, efficient and accurate modeling of long-span arch bridges has been achieved, solving the problems of tedious and time-consuming modeling and insufficient accuracy in existing technologies. This method is suitable for efficient analysis of complex structures.
Patent Information
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- CHONGQING JIAOTONG UNIV
- Filing Date
- 2026-02-06
- Publication Date
- 2026-05-01
AI Technical Summary
Existing modeling methods for analyzing the load-bearing capacity of long-span arch bridges are cumbersome and time-consuming, and it is difficult to guarantee the accuracy of the calculation results and the convergence of nonlinear analysis. In particular, for complex composite structures such as stiffened frame concrete arch bridges, traditional methods are difficult to establish a collaborative working model of steel pipe and concrete in an efficient and accurate manner.
A parametric modeling method is adopted, which involves inputting basic modeling information, generating high-quality meshes, and performing dual nonlinear analysis. The integration of MATLAB and Abaqus enables automated modeling, generates finite element models, and supports multi-parameter batch analysis.
It improves modeling efficiency, ensures mesh quality consistency and computational convergence, and can accurately simulate the ultimate bearing behavior and failure modes of long-span arch bridges, thus optimizing the design process.
Smart Images
Figure CN121960061A_ABST
Abstract
Description
Technical Field
[0001] This invention relates to the field of bridge engineering simulation technology, and more specifically to a parametric modeling method for long-span arch bridges oriented towards dual nonlinear analysis. Background Technology
[0002] In the design and safety assessment of long-span arch bridges, ultimate bearing capacity is the core indicator for measuring their structural safety. Currently, advanced finite element analysis technology has become the main tool for analyzing the bearing capacity of long-span arch bridges. Engineers can use numerical simulation to model the structural mechanical behavior under complex working conditions, providing fundamental technical support for ultimate bearing capacity calculation and failure mode prediction.
[0003] However, existing modeling methods for analyzing the load-bearing capacity of long-span arch bridges are not only cumbersome and time-consuming, but the quality of the final generated mesh also largely depends on the operator's experience, making it difficult to guarantee the accuracy of the calculation results and the convergence of nonlinear analysis. Especially for complex composite structures such as stiffened concrete arch bridges, traditional methods struggle to efficiently and accurately establish a collaborative working model of the steel pipe and concrete, resulting in low analysis efficiency and inconsistent model quality, which has become a technical bottleneck restricting the refined analysis of long-span arch bridges.
[0004] Therefore, how to provide a modeling method that can adapt to various types of long-span arch bridges, automatically generate high-quality meshes, and support multi-parameter batch analysis, so as to achieve efficient and accurate detailed analysis of bearing capacity, is a problem that urgently needs to be solved by those skilled in the art. Summary of the Invention
[0005] In view of this, the present invention provides a parametric modeling method for long-span arch bridges oriented towards dual nonlinear analysis, enabling rapid modeling of refined simulation models of long-span arch bridges.
[0006] To achieve the above objectives, the present invention adopts the following technical solution: A parametric modeling method for long-span arch bridges oriented towards dual nonlinear analysis includes the following steps: Input basic modeling information, including the arch axis equation, arch crown cross-section dimensions, and cross-section variation forms; Input the longitudinal discrete quantity N, and obtain the discrete point information by combining the arch axis equation; Set the target mesh size, calculate the two-dimensional coordinates of the cross-sectional mesh nodes at each discrete point based on the arch cross-sectional size, and generate a two-dimensional mesh plane group for the arch. Based on the discrete point information, the two-dimensional mesh plane group is rotated and translated to integrate the overall three-dimensional node coordinate information; Connect the nodes on two adjacent two-dimensional grid planes to generate element information; An initial INP file is generated in Abaqus. The three-dimensional node coordinate information and element information are then written into the initial INP file using MATLAB to form a complete INP file, thus completing the establishment of the parametric finite element model.
[0007] Preferably, the discrete point information includes the spatial coordinates of each discrete point and the tangent angle of the axis.
[0008] Preferably, the longitudinal discrete quantity N is input, and discrete point information is obtained by combining the arch axis equation, including: Based on the arch axis equation, the arch axis is longitudinally discretized into N+1 discrete points according to the principle of equal spacing or equal arc length. The spatial coordinates of each discrete point are obtained through analytical calculation of the arch axis equation; Differentiate the equation of the arch axis and solve for the inclination angle of the tangent to the axis at each discrete point.
[0009] Preferably, the target mesh size is set, and the two-dimensional coordinates of the cross-sectional mesh nodes at each discrete point are calculated based on the cross-sectional size, including: Based on the arch cross-sectional dimensions and cross-sectional variation patterns, the actual cross-sectional dimensions at each discrete point are deduced. According to the target mesh size requirements, a structured meshing rule is adopted to arrange mesh nodes in the two-dimensional plane of the cross section corresponding to each discrete point; The two-dimensional coordinates of each grid node are calculated by coordinate transformation, generating a two-dimensional grid plane of a single discrete point section. The two-dimensional grid planes of all discrete points together form a group of two-dimensional grid planes for the arch.
[0010] Preferably, the unit information includes physical units or board units; When the two-dimensional mesh plane is a solid section mesh, adjacent planar nodes are connected to generate solid elements; When a two-dimensional mesh plane contains line elements, the line element nodes of adjacent planes are connected to generate plate elements.
[0011] Preferably, the initial INP file includes analysis steps, material properties, loads, and boundary conditions; The analysis step is a general static analysis step used for dual nonlinear analysis; material properties include CDP plastic damage model parameters for concrete and ideal elastic-plastic model parameters for steel; loads include the structure's self-weight and external loads; boundary conditions simulate the consolidation constraints at the arch foot and the symmetry constraints at the arch crown.
[0012] Preferably, after forming the complete INP file, the method further includes: Import the complete INP file into Abaqus / CAE to generate a visual finite element model.
[0013] Preferably, after forming the complete INP file, the method further includes: The Abaqus / Standard solver is called via MATLAB, and the complete INP file is submitted for calculation, outputting the structural mechanical response results of the long-span arch bridge.
[0014] As can be seen from the above technical solution, compared with the prior art, this invention discloses a parametric modeling method for long-span arch bridges oriented towards dual nonlinear analysis. By using parametric-driven automated generation of finite element models, it avoids the tedious process and human error of traditional manual modeling, thus improving modeling efficiency. The use of structured mesh generation rules ensures mesh quality consistency and computational convergence, making it suitable for complex arch bridge structures. The model directly supports dual nonlinear analysis, including geometric nonlinearity and material nonlinearity, and can accurately simulate the ultimate bearing behavior and failure modes of long-span arch bridges. The integration of MATLAB and Abaqus enables batch analysis and rapid calculation, optimizing the design process. This invention has strong versatility and can adapt to arch bridges with different spans and cross-sectional forms, providing an efficient and reliable solution for bridge engineering simulation. Attached Figure Description
[0015] To more clearly illustrate the technical solutions in the embodiments of the present invention or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are only embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on the provided drawings without creative effort.
[0016] Figure 1 A flowchart of a parametric modeling method for long-span arch bridges oriented towards dual nonlinear analysis; Figure 2 A schematic diagram of a 600m rigid-frame concrete arch bridge model; Figure 3 A schematic diagram of a 15m reinforced concrete arch bridge model; Figure 4 A schematic diagram of a 12m steel-concrete composite truss arch bridge model; Figure 5 This is a schematic diagram of the constitutive curve of the model material; Figure 6 This is a comparison chart of the measured and simulated vertical displacement values of a steel-concrete composite truss arch bridge. Detailed Implementation
[0017] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.
[0018] This invention discloses a parametric modeling method for long-span arch bridges oriented towards dual nonlinear analysis, such as... Figure 1 As shown, it includes the following steps: S1. Input basic modeling information, including the arch axis equation, arch crown cross-section dimensions, and cross-section variation forms.
[0019] The forms of cross-sectional changes include linear changes and nonlinear changes, which are used to describe the variation of cross-sectional dimensions along the arch axis.
[0020] S2. Input the longitudinal discrete quantity N, and combine it with the arch axis equation to obtain discrete point information. The discrete point information includes the spatial coordinates of each discrete point and the inclination angle of the axis tangent, as follows: S21. Based on the arch axis equation, the arch axis is longitudinally discretized into N+1 discrete points according to the principle of equal spacing or equal arc length.
[0021] Discretization should prioritize the equal arc length principle, but the equal spacing principle can also be used. Equal arc length discretization ensures consistent element lengths along the arch axis, which is beneficial for generating high-quality structured meshes and improving the accuracy and convergence of subsequent finite element calculations. When the curvature of the arch axis does not change significantly, the simpler equal spacing principle can be used for approximation.
[0022] S22. The spatial coordinates of each discrete point are obtained through analytical calculation of the arch axis equation.
[0023] S23. Differentiate the equation of the arch axis and solve for the inclination angle of the tangent to the axis at each discrete point.
[0024] S3. Set the target mesh size, calculate the two-dimensional coordinates of the cross-sectional mesh nodes at each discrete point based on the arch crown cross-sectional dimensions, and generate a two-dimensional mesh plane group for the arch crown, including: S31. Based on the dimensions of the arch crown section and the form of section variation, deduce the actual section dimensions at each discrete point.
[0025] By inputting the dimensions of the arch crown section and the variation law of the section along the arch axis (such as linear or nonlinear changes in height, width, wall thickness, etc.), the geometric parameters of the section at each discrete point are automatically calculated, thereby realizing accurate parametric modeling of variable cross-section arch bridges.
[0026] S32. In accordance with the requirements of the target mesh size, a structured meshing rule is adopted to arrange mesh nodes in the two-dimensional plane of the cross section corresponding to each discrete point.
[0027] S33. Calculate the two-dimensional coordinates of each grid node through coordinate transformation to generate a two-dimensional grid plane of a single discrete point section. The two-dimensional grid planes of all discrete points together form a group of two-dimensional grid planes for the arch.
[0028] S4. Rotate and translate the two-dimensional mesh plane group based on the discrete point information, and integrate it to obtain the overall three-dimensional node coordinate information.
[0029] S5. Connect the nodes on two adjacent two-dimensional mesh planes to generate element information, which includes solid elements or plate elements; When the two-dimensional mesh plane is a solid section mesh, adjacent planar nodes are connected to generate solid elements; When a two-dimensional mesh plane contains line elements, the line element nodes of adjacent planes are connected to generate plate elements.
[0030] S6. Generate an initial INP file in Abaqus, and then use MATLAB to write the 3D node coordinate information and element information into the initial INP file to form a complete INP file, thus completing the establishment of the parametric finite element model.
[0031] The initial INP file contains the analysis steps, material properties, loads, and boundary conditions; The analysis step is a general static analysis step used for dual nonlinear analysis; material properties include CDP plastic damage model parameters for concrete and ideal elastic-plastic model parameters for steel; loads include the structure's self-weight and external loads; boundary conditions simulate the consolidation constraints at the arch foot and the symmetry constraints at the arch crown.
[0032] S7. After the complete INP file is generated, it also includes: Import the complete INP file into Abaqus / CAE to generate a visual finite element model; Alternatively, the Abaqus / Standard solver can be called via MATLAB, and the complete INP file can be submitted for calculation to output the structural mechanical response results of the long-span arch bridge.
[0033] The modeling method proposed in this embodiment enables the rapid establishment of a dual nonlinear simulation model for long-span arch bridges. Due to the good mesh quality, the established model exhibits high convergence and computational efficiency. Finite element models of a 600m stiffened-frame concrete arch bridge, a 15m reinforced concrete arch bridge, and a 12m steel-concrete truss arch bridge were established using this method, as shown below. Figure 2 , Figure 3 , Figure 4As shown. The arch axis is a catenary with an arch axis coefficient of 1.9. The model uses C3D8R solid elements to simulate concrete and C4R plate elements to simulate steel pipes. Fixed boundary conditions are set at the arch foot, and symmetrical boundary conditions are designed at the arch crown. The calculation considers geometric and material nonlinearities, where the material nonlinearities employ a concrete plastic damage model and an ideal elastic-plastic model for steel, with constitutive relations as shown in the figure. Figure 5 As shown; where, Figure 5 (a) is the uniaxial compressive stress-strain curve of C80 concrete; Figure 5 (b) is the uniaxial tensile stress-strain curve of C80 concrete; Figure 5 (c) is the ideal elastic-plastic tensile-compressive stress-strain curve of Q345 steel.
[0034] Figure 6 This paper compares the measured and simulated values of the load-vertical displacement curves at three key sections (L / 4, L / 2, and 3L / 4) of a steel-concrete composite truss arch bridge. Figure 6 It can be seen that the measured value of the vertical displacement of the model is in good agreement with the simulation value. The calculated value of the bearing capacity of the model arch is 132.2kN, and the measured value is 134kN. The calculated value is 1.3% smaller than the measured value. The finite element simulation method used in this embodiment can effectively simulate the bearing capacity and deformation of the arch structure.
[0035] The various embodiments in this specification are described in a progressive manner, with each embodiment focusing on its differences from other embodiments. Similar or identical parts between embodiments can be referred to interchangeably. For the apparatus disclosed in the embodiments, since they correspond to the methods disclosed in the embodiments, the description is relatively simple; relevant parts can be referred to the method section.
[0036] The above description of the disclosed embodiments enables those skilled in the art to make or use the invention. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the general principles defined herein may be implemented in other embodiments without departing from the spirit or scope of the invention. Therefore, the invention is not to be limited to the embodiments shown herein, but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.
Claims
1. A parametric modeling method for long-span arch bridges oriented towards dual nonlinear analysis, characterized in that, Includes the following steps: Input basic modeling information, including the arch axis equation, arch crown cross-section dimensions, and cross-section variation forms; Input the longitudinal discrete quantity N, and obtain the discrete point information by combining the arch axis equation; Set the target mesh size, calculate the two-dimensional coordinates of the cross-sectional mesh nodes at each discrete point based on the arch cross-sectional size, and generate a two-dimensional mesh plane group for the arch. Based on the discrete point information, the two-dimensional mesh plane group is rotated and translated to integrate the overall three-dimensional node coordinate information; Connect the nodes on two adjacent two-dimensional grid planes to generate element information; An initial INP file is generated in Abaqus. The three-dimensional node coordinate information and element information are then written into the initial INP file using MATLAB to form a complete INP file, thus completing the establishment of the parametric finite element model.
2. The parametric modeling method for long-span arch bridges oriented towards dual nonlinear analysis according to claim 1, characterized in that, The discrete point information includes the spatial coordinates of each discrete point and the tangent angle of the axis.
3. The parametric modeling method for long-span arch bridges oriented towards dual nonlinear analysis according to claim 2, characterized in that, Input the longitudinal discrete quantity N, and obtain discrete point information by combining it with the arch axis equation, including: Based on the arch axis equation, the arch axis is longitudinally discretized into N+1 discrete points according to the principle of equal spacing or equal arc length. The spatial coordinates of each discrete point are obtained through analytical calculation of the arch axis equation; Differentiate the equation of the arch axis and solve for the inclination angle of the tangent to the axis at each discrete point.
4. The parametric modeling method for long-span arch bridges oriented towards dual nonlinear analysis according to claim 1, characterized in that, Set the target mesh size, and calculate the two-dimensional coordinates of the cross-sectional mesh nodes at each discrete point based on the cross-sectional size, including: Based on the arch cross-sectional dimensions and cross-sectional variation patterns, the actual cross-sectional dimensions at each discrete point are deduced. According to the target mesh size requirements, a structured meshing rule is adopted to arrange mesh nodes in the two-dimensional plane of the cross section corresponding to each discrete point; The two-dimensional coordinates of each grid node are calculated by coordinate transformation, generating a two-dimensional grid plane of a single discrete point section. The two-dimensional grid planes of all discrete points together form a group of two-dimensional grid planes for the arch.
5. The parametric modeling method for long-span arch bridges oriented towards dual nonlinear analysis according to claim 1, characterized in that, The unit information includes physical units or board units; When the two-dimensional mesh plane is a solid section mesh, adjacent planar nodes are connected to generate solid elements; When a two-dimensional mesh plane contains line elements, the line element nodes of adjacent planes are connected to generate plate elements.
6. The parametric modeling method for long-span arch bridges oriented towards dual nonlinear analysis according to claim 1, characterized in that, The initial INP file contains the analysis steps, material properties, loads, and boundary conditions. The analysis step is a general static analysis step used for dual nonlinear analysis; material properties include CDP plastic damage model parameters for concrete and ideal elastic-plastic model parameters for steel; loads include the structure's self-weight and external loads; boundary conditions simulate the consolidation constraints at the arch foot and the symmetry constraints at the arch crown.
7. The parametric modeling method for long-span arch bridges oriented towards dual nonlinear analysis according to claim 1, characterized in that, After the complete INP file is generated, the following is also included: Import the complete INP file into Abaqus / CAE to generate a visual finite element model.
8. The parametric modeling method for long-span arch bridges oriented towards dual nonlinear analysis according to claim 1, characterized in that, After the complete INP file is generated, the following is also included: The Abaqus / Standard solver is called via MATLAB, and the complete INP file is submitted for calculation, outputting the structural mechanical response results of the long-span arch bridge.