A cable trench support stress simulation method and system based on ANSYS

Abstract

This invention provides a method and system for stress simulation of cable trench supports based on ANSYS. The method includes: constructing a global collaborative parameterized model of the cable trench support, precast trench body, and surrounding soil using ANSYS's APDL language; simultaneously outputting driving variables between the structural properties of the cable trench support and the soil properties through the global collaborative parameterized model; embedding the driving variables into a material time-varying degradation parameter library to define the time-varying damage structure between steel and concrete; simultaneously reconstructing the material performance degradation law over service time based on the time-varying damage structure; generating a full-cycle load set for the cable trench support based on the degradation law; simultaneously solving for full-cycle stress based on the full-cycle load set; comparing the full-cycle stress solution results with the standard limits; and simultaneously generating a corresponding simulation report based on the comparison results. This invention avoids the drawbacks of existing simulations, such as large deviations and non-standardized processes.

Description

Technical Field

[0001] This invention relates to the field of engineering simulation technology, and in particular to a method and system for simulating the stress of cable trench supports based on ANSYS. Background Technology

[0002] Cable trench supports are core components for supporting and fixing cables in power transmission and distribution and underground utility tunnel projects, and their mechanical properties directly determine the operational safety of power lines. Currently, ANSYS finite element software has become the mainstream tool in the industry for stress simulation of cable trench supports. By replacing physical type tests with virtual simulation, it can effectively reduce R&D costs and shorten the design cycle, and is widely used in the performance verification and structural optimization of supports.

[0003] Existing ANSYS-based stress simulation technology for cable trench supports cannot simultaneously balance simulation accuracy and engineering computational efficiency. The industry-standard fully constrained simplified modeling scheme, while computationally efficient, does not match the actual anchoring conditions of the supports and is prone to over-constraint deviations, resulting in significant discrepancies between simulation results and type test data. On the other hand, the bolt-concrete refined modeling scheme, while improving accuracy, suffers from large mesh sizes, a tendency for solutions to fail to converge, and long computation cycles, making it unsuitable for the engineering needs of batch design and multi-condition iterative optimization.

[0004] Meanwhile, existing simulation technologies are not deeply integrated with the mandatory provisions of the power industry's specific specifications for cable supports. The entire simulation process, including material settings, load combinations, and performance evaluation, relies on manual operation, which is prone to compliance oversights. Furthermore, the results from different operations are inconsistent, further amplifying the discrepancy between simulation and experiment. Currently, there is no ANSYS integrated simulation solution specifically designed for cable trench support scenarios that can simultaneously achieve a balance between accuracy and efficiency, as well as closed-loop control of the entire process according to regulations. This fails to meet the industry's requirements for large-scale, high-reliability design. Summary of the Invention

[0005] Based on this, the purpose of this invention is to provide a stress simulation method and system for cable trench supports based on ANSYS, so as to solve the problem that the existing technology does not have an integrated simulation scheme that can simultaneously achieve a balance between accuracy and efficiency and closed-loop control of the entire process for cable trench supports, which leads to the inability to meet design requirements.

[0006] The first aspect of the present invention proposes: A method for simulating the stress of cable trench supports based on ANSYS, wherein the method includes: Based on ANSYS's APDL language, a global collaborative parameterized model of cable trench support, precast trench body, and surrounding soil is constructed. Simultaneously, the driving variables between the structure of the cable trench support and the soil properties are output through the global collaborative parameterized model. The driving variables are embedded into the material time-varying degradation parameter library to define the time-varying damage structure between steel and concrete according to the material time-varying degradation parameter library, and the decay law of material properties with service time is restored according to the time-varying damage structure. Based on the attenuation law, a full-cycle load set for the cable trench support is generated, and a full-cycle stress solution is performed simultaneously based on the full-cycle load set. For static loads, an implicit solution is used, and for dynamic loads, an explicit dynamic solution is used. The full-cycle stress solution results are compared with the standard limits, and a corresponding simulation report is generated simultaneously based on the comparison results.

[0007] The beneficial effects of this invention are as follows: This technical solution effectively solves the problem that existing technologies lack an integrated simulation solution for cable trench support scenarios and cannot simultaneously achieve a balance between accuracy and efficiency, as well as closed-loop control of the entire process, thus meeting design requirements. The fully collaborative parametric model of cable trench support, precast trench body, and surrounding soil, constructed using APDL language, can accurately capture the relationship between structural and soil properties, and the output driving variables provide a precise foundation for the simulation. The driving variables are embedded in a time-varying material degradation parameter library, which can reproduce the performance degradation law of raw materials and improve the simulation's realism. The differentiated solution of static implicit and dynamic explicit dynamics balances solution accuracy and efficiency. The comparison of solution results with standard limits and the generation of simulation reports achieve closed-loop control of the entire process, providing scientific and reliable technical support for cable trench support design and avoiding the drawbacks of large simulation deviations and non-standard processes in existing methods.

[0008] Furthermore, the steps for constructing a global collaborative parametric model of cable trench support, precast trench body, and surrounding soil based on the ANSYS APDL language include: Import the BIM design model of the cable trench support, simultaneously extract the initial geometric parameters between the BIM design model and the prefabricated trench, and construct a bidirectional mapping interface between the BIM parameters and the ANSYS model parameters through the APDL language. Collect on-site survey data, and use the bidirectional mapping interface to correct the initial geometric parameters in real time to construct the parameterized basic skeleton of the global model. Simultaneously, divide the parameterized basic skeleton into the support structure layer, the precast trench layer, and the surrounding soil layer. The APDL language is used to define the linkage constraint equations between each level, and a fully parameter-deeply correlated collaborative mechanism is constructed simultaneously based on the linkage constraint equations to generate the global collaborative parameterized model.

[0009] Furthermore, the step of constructing a fully parameter-deeply correlated collaborative mechanism based on the linkage constraint equation to generate the global collaborative parameterization model includes: The linkage constraint equation incorporates a stiffness time-varying correction function that is linked to the material time-varying degradation parameter library. Simultaneously, the time-varying degradation parameters of the support, trench, and soil are anchored to the correction factors of the corresponding constraint terms according to the stiffness time-varying correction function. Based on the bidirectional mapping interface, the constraint parameters and BIM design parameters are updated synchronously through the correction factor to construct a time-varying constraint core framework with a collaborative mechanism. The linkage constraint equations are used to generate linkage rules for positive load transmission and reverse deformation correction. Simultaneously, the linkage rules are embedded into the core framework of the time-varying constraint to generate the global collaborative parameterized model.

[0010] Furthermore, the step of reconstructing the decay law of material properties over service time based on the time-varying damage structure includes: Based on the time-varying damage structure, and considering the differentiated deterioration mechanisms of the support, precast trench, and soil, the corresponding time-varying damage constitutive equations are constructed using the APDL language. Simultaneously, the time-varying damage constitutive equations are attribute-bound to the corresponding component units in the global collaborative parameterized model to construct a parameterized calculation basis for material performance degradation. The attenuation values ​​of core mechanical performance parameters at different service time points are restored by the time-varying damage constitutive equation, and the measured mechanical performance data of cable trenches in the same region and with the same service years are collected simultaneously to invert and correct the attenuation values. Based on the inversion correction results, corresponding decay curves and decay intervals are generated to simulate the decay law.

[0011] Furthermore, the step of generating corresponding attenuation curves and attenuation intervals based on the inversion correction results to simulate the attenuation law includes: Based on the degradation value of mechanical properties throughout the entire service life after inversion correction, the abrupt inflection point of degradation rate is identified through the APDL language, so that the service life is divided into the initial degradation stage, the steady-state degradation stage and the accelerated degradation stage, and a piecewise nonlinear degradation curve is constructed accordingly. Based on the discrete parameter data extracted by inversion correction, material property data, environmental condition data and construction deviation data are extracted accordingly. At the same time, the influence weight of each type of data is quantified through the APDL language to generate a probabilistic decay interval. The piecewise nonlinear decay curve and the probabilistic decay interval are converted into the decay law.

[0012] Furthermore, the step of generating the full-cycle load set of the cable trench support based on the attenuation law includes: Based on the aforementioned attenuation pattern, the global collaborative parameterized model is subjected to degradation sensitivity analysis using the APDL language to locate the core degradation-sensitive sites. The full service life load of the cable trench support is collected based on the core degradation sensitive sites. The temporal characteristics and mechanical properties of the full service life load are simultaneously disassembled. A suitable temporal multi-dimensional working condition matrix is ​​generated according to the different stages of material decay. The time-series multi-dimensional load case matrix is ​​iteratively solved to generate the full-cycle load case set.

[0013] Furthermore, the step of iteratively solving the time-series multi-dimensional load case matrix to generate the full-cycle load case set includes: Based on the APDL language, and combining the material performance degradation law with the bearing characteristics of the core degradation sensitive sites, the time-series multi-dimensional working condition matrix is ​​processed by priority layering. For different priority working conditions, the corresponding load amplitude and loading method are dynamically adjusted to construct a corresponding multi-round iterative system; Based on the aforementioned multi-round iterative system, taking the stress response of the core degradation-sensitive site as the core, the time-series multi-dimensional working condition matrix is ​​iteratively calculated to generate the full-cycle working condition load set accordingly.

[0014] The second aspect of the present invention proposes: A stress simulation system for cable trench supports based on ANSYS, wherein the system includes: The module is used to construct a global collaborative parameterized model of cable trench support, precast trench body, and surrounding soil based on ANSYS's APDL language. Simultaneously, the driving variables between the structure of the cable trench support and the soil properties are output through the global collaborative parameterized model. The processing module is used to embed the driving variables into the material time-varying degradation parameter library, so as to define the time-varying damage structure between steel and concrete according to the material time-varying degradation parameter library, and simultaneously restore the material performance decay law with service time according to the time-varying damage structure. The calculation module is used to generate a full-cycle load set for the cable trench support based on the attenuation law, and simultaneously perform full-cycle stress solution based on the full-cycle load set. Implicit solution is used for static loads, and explicit dynamic solution is used for dynamic loads. The comparison module is used to compare the full-cycle stress solution results with the standard limits and simultaneously generate a corresponding simulation report based on the comparison results.

[0015] Furthermore, the building module is specifically used for: Import the BIM design model of the cable trench support, simultaneously extract the initial geometric parameters between the BIM design model and the prefabricated trench, and construct a bidirectional mapping interface between the BIM parameters and the ANSYS model parameters through the APDL language. Collect on-site survey data, and use the bidirectional mapping interface to correct the initial geometric parameters in real time to construct the parameterized basic skeleton of the global model. Simultaneously, divide the parameterized basic skeleton into the support structure layer, the precast trench layer, and the surrounding soil layer. The APDL language is used to define the linkage constraint equations between each level, and a fully parameter-deeply correlated collaborative mechanism is constructed simultaneously based on the linkage constraint equations to generate the global collaborative parameterized model.

[0016] Furthermore, the building module is specifically used for: The linkage constraint equation incorporates a stiffness time-varying correction function that is linked to the material time-varying degradation parameter library. Simultaneously, the time-varying degradation parameters of the support, trench, and soil are anchored to the correction factors of the corresponding constraint terms according to the stiffness time-varying correction function. Based on the bidirectional mapping interface, the constraint parameters and BIM design parameters are updated synchronously through the correction factor to construct a time-varying constraint core framework with a collaborative mechanism. The linkage constraint equations are used to generate linkage rules for positive load transmission and reverse deformation correction. Simultaneously, the linkage rules are embedded into the core framework of the time-varying constraint to generate the global collaborative parameterized model.

[0017] Furthermore, the processing module is specifically used for: Based on the time-varying damage structure, and considering the differentiated deterioration mechanisms of the support, precast trench, and soil, the corresponding time-varying damage constitutive equations are constructed using the APDL language. Simultaneously, the time-varying damage constitutive equations are attribute-bound to the corresponding component units in the global collaborative parameterized model to construct a parameterized calculation basis for material performance degradation. The attenuation values ​​of core mechanical performance parameters at different service time points are restored by the time-varying damage constitutive equation, and the measured mechanical performance data of cable trenches in the same region and with the same service years are collected simultaneously to invert and correct the attenuation values. Based on the inversion correction results, corresponding decay curves and decay intervals are generated to simulate the decay law.

[0018] Furthermore, the processing module is specifically used for: Based on the degradation value of mechanical properties throughout the entire service life after inversion correction, the abrupt inflection point of degradation rate is identified through the APDL language, so that the service life is divided into the initial degradation stage, the steady-state degradation stage and the accelerated degradation stage, and a piecewise nonlinear degradation curve is constructed accordingly. Based on the discrete parameter data extracted by inversion correction, material property data, environmental condition data and construction deviation data are extracted accordingly. At the same time, the influence weight of each type of data is quantified through the APDL language to generate a probabilistic decay interval. The piecewise nonlinear decay curve and the probabilistic decay interval are converted into the decay law.

[0019] Furthermore, the calculation module is specifically used for: Based on the aforementioned attenuation pattern, the global collaborative parameterized model is subjected to degradation sensitivity analysis using the APDL language to locate the core degradation-sensitive sites. The full service life load of the cable trench support is collected based on the core degradation sensitive sites. The temporal characteristics and mechanical properties of the full service life load are simultaneously disassembled. A suitable temporal multi-dimensional working condition matrix is ​​generated according to the different stages of material decay. The time-series multi-dimensional load case matrix is ​​iteratively solved to generate the full-cycle load case set.

[0020] Furthermore, the calculation module is specifically used for: Based on the APDL language, and combining the material performance degradation law with the bearing characteristics of the core degradation sensitive sites, the time-series multi-dimensional working condition matrix is ​​processed by priority layering. For different priority working conditions, the corresponding load amplitude and loading method are dynamically adjusted to construct a corresponding multi-round iterative system; Based on the aforementioned multi-round iterative system, taking the stress response of the core degradation-sensitive site as the core, the time-series multi-dimensional working condition matrix is ​​iteratively calculated to generate the full-cycle working condition load set accordingly.

[0021] The third aspect of the present invention proposes: A computer includes a memory, a processor, and a computer program stored in the memory and executable on the processor, wherein the processor, when executing the computer program, implements the ANSYS-based stress simulation method for cable trench supports as described above.

[0022] The fourth aspect of the present invention proposes: A readable storage medium having a computer program stored thereon, wherein the program, when executed by a processor, implements the ANSYS-based stress simulation method for cable trench supports as described above.

[0023] Additional aspects and advantages of the invention will be set forth in part in the description which follows, and in part will be obvious from the description, or may be learned by practice of the invention. Attached Figure Description

[0024] Figure 1 A flowchart of the ANSYS-based stress simulation method for cable trench supports provided in the first embodiment of the present invention; Figure 2 The structural block diagram of the ANSYS-based cable trench support stress simulation system provided for the third embodiment of the present invention is shown.

[0025] The following detailed description, in conjunction with the accompanying drawings, will further illustrate the present invention. Detailed Implementation

[0026] To facilitate understanding of the present invention, a more complete description will be given below with reference to the accompanying drawings. Several embodiments of the invention are illustrated in the drawings. However, the invention can be implemented in many different forms and is not limited to the embodiments described herein. Rather, these embodiments are provided so that this disclosure will be thorough and complete.

[0027] It should be noted that when a component is said to be "fixed to" another component, it can be directly on the other component or there may be an intervening component. When a component is said to be "connected to" another component, it can be directly connected to the other component or there may be an intervening component. The terms "vertical," "horizontal," "left," "right," and similar expressions used in this document are for illustrative purposes only.

[0028] Unless otherwise defined, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this invention pertains. The terminology used herein in the description of the invention is for the purpose of describing particular embodiments only and is not intended to be limiting of the invention. The term "and / or" as used herein includes any and all combinations of one or more of the associated listed items.

[0029] Please see Figure 1 The diagram shows the ANSYS-based stress simulation method for cable trench supports provided in the first embodiment of the present invention. This ANSYS-based stress simulation method for cable trench supports can reproduce the performance degradation law of raw materials and improve the simulation realism; the differentiated solution of static implicit and dynamic explicit dynamics takes into account both solution accuracy and efficiency; the comparison of solution results with standard limits and the generation of simulation reports realize closed-loop control of the entire process, providing scientific and reliable technical support for the design of cable trench supports and avoiding the drawbacks of large simulation deviations and non-standard processes in existing simulations.

[0030] Specifically, this embodiment provides: A method for simulating the stress of cable trench supports based on ANSYS, wherein the method includes: Step S10: Based on ANSYS's APDL language, a global collaborative parameterized model of cable trench support, precast trench body, and surrounding soil is constructed, and the driving variables between the structure of the cable trench support and the soil properties are output simultaneously through the global collaborative parameterized model. It is important to note that traditional stress simulations often employ single-support structure modeling, neglecting the synergistic effects of the precast trench, surrounding soil, and support structure. This leads to significant discrepancies between simulation results and actual working conditions. Furthermore, manual modeling is inefficient, cumbersome in parameter modification, and unsuitable for multi-scenario optimization needs. This step utilizes ANSYS's APDL language, leveraging its parametric programming advantages, to construct a comprehensive collaborative model covering the "support-precast trench-surrounding soil," breaking the limitations of traditional single-structure modeling and accurately capturing the mechanical transmission relationships and mutual constraints among the three components. This comprehensive model automatically outputs the driving variables between support structure parameters (such as cross-sectional dimensions and wall thickness) and soil property parameters (such as unit weight and elastic modulus). These driving variables form the core foundation for subsequent material degradation simulation, load adaptation, and stress solution, providing precise parameter support for the entire simulation process. Simultaneously, the parametric model allows for rapid modification and iteration, significantly improving simulation efficiency.

[0031] Step S20: The driving variable is embedded into the material time-varying degradation parameter library to define the time-varying damage structure between steel and concrete according to the material time-varying degradation parameter library, and the decay law of material performance with service time is restored according to the time-varying damage structure. It is important to note that cable trench supports operate in damp and corrosive underground environments for extended periods. The steel (support body) and concrete (precast trench body) undergo performance degradation. Traditional simulations do not consider the time-varying degradation of materials, relying solely on initial material properties. This results in simulations that fail to reflect the true stress state of the support throughout its entire service life, potentially leading to design redundancy or safety hazards. This step embeds the driving variables output from the previous step into a pre-built library of time-varying material degradation parameters. This library contains degradation parameters (such as strength attenuation coefficient and stiffness reduction rate) for steel and concrete under different service environments and time points. By linking the driving variables with the parameter library, the time-varying damage structure between steel and concrete (such as interface peeling and material corrosion damage) is defined. This accurately reflects the degradation pattern of material properties over service time, ensuring the simulation closely matches the actual service conditions of the support and fundamentally improving the realism and reliability of the simulation results.

[0032] Step S30: Based on the attenuation law, generate the full-cycle load set of the cable trench support, and simultaneously perform full-cycle stress solution based on the full-cycle load set. Implicit solution is used for static loads, and explicit dynamic solution is used for dynamic loads. It is important to note that the rationality of the working load directly determines the accuracy of the stress solution. Traditional simulations often use a single fixed load, which cannot cover the load changes throughout the entire service life of the support (such as changes in cable self-weight, soil settlement, seismic action, etc.). At the same time, the solution method is singular and cannot balance accuracy and efficiency. This step, based on the material performance degradation law and combined with the actual stress scenarios throughout the entire service life of the support, generates a full-cycle working load set including static loads (cable self-weight, soil pressure, support self-weight) and dynamic loads (seismic load, vehicle vibration load), ensuring that the load accurately matches the material degradation stage and actual working conditions. In the solution process, an implicit solution method is used for static loads (stable load, slow deformation) to balance solution accuracy and stability, while an explicit dynamic solution method is used for dynamic loads (instantaneous load changes, severe deformation) to improve solution efficiency and dynamic response capture capability, achieving dual optimization of accuracy and efficiency.

[0033] Step S40: Compare the full-cycle stress solution results with the standard limits, and generate the corresponding simulation report based on the comparison results.

[0034] It should be noted that traditional simulations only output stress solution results, lacking comparison and verification with industry standards and failing to form a complete reporting system, thus failing to provide direct reference for design and operation and maintenance. This step compares the full-cycle stress solution results (such as maximum stress, strain, and displacement) with the limits of industry standards such as the "Design Standard for Power Engineering Cables" and the "Code for Design of Concrete Structures" one by one, determining whether the stress state of the support at different service stages meets the standard requirements and identifying potential safety hazards. At the same time, based on the comparison results, a complete simulation report is generated, including modeling parameters, material degradation data, load details, solution results, standard comparison conclusions, and optimization suggestions. This achieves closed-loop management of the entire process from modeling to result application, providing direct technical basis for the design optimization and operation and maintenance of cable trench supports.

[0035] Second Embodiment Furthermore, the steps for constructing a global collaborative parametric model of cable trench support, precast trench body, and surrounding soil based on the ANSYS APDL language include: Import the BIM design model of the cable trench support, simultaneously extract the initial geometric parameters between the BIM design model and the prefabricated trench, and construct a bidirectional mapping interface between the BIM parameters and the ANSYS model parameters through the APDL language. Collect on-site survey data, and use the bidirectional mapping interface to correct the initial geometric parameters in real time to construct the parameterized basic skeleton of the global model. Simultaneously, divide the parameterized basic skeleton into the support structure layer, the precast trench layer, and the surrounding soil layer. The APDL language is used to define the linkage constraint equations between each level, and a fully parameter-deeply correlated collaborative mechanism is constructed simultaneously based on the linkage constraint equations to generate the global collaborative parameterized model.

[0036] It's important to note that while BIM models possess complete geometric parameters and structural information, forming the core foundation of engineering design, they cannot be directly used for ANSYS stress simulation. Traditional methods require manually converting BIM parameters to ANSYS model parameters, which is inefficient and prone to parameter deviations. This step first imports the BIM design model of the cable trench support into ANSYS software, automatically extracting the initial geometric parameters of the support and prefabricated trench (such as support length, cross-sectional dimensions, trench thickness, and spacing) from the BIM model. Then, a program is written using APDL to construct a bidirectional mapping interface between BIM parameters and ANSYS model parameters, enabling real-time synchronization and bidirectional transmission of parameters between the two. Specifically, modifications to BIM model parameters automatically update the ANSYS model, and conversely, parameter adjustments in the ANSYS model are reflected back to the BIM model, resolving the disconnect between the two and significantly improving modeling efficiency and parameter consistency.

[0037] The initial geometric parameters of the BIM model are mostly theoretical design values, which differ from the actual on-site conditions (such as soil distribution and deviations in the actual dimensions of the trench). Directly using these initial parameters for modeling would lead to distorted simulation results. This step involves on-site surveys to collect data on the distribution range of the surrounding soil, physical and mechanical parameters (such as unit weight and cohesion), the actual dimensions of the precast trench, and support installation deviations. Through a two-way mapping interface, this on-site data is substituted into the initial geometric parameters for real-time correction, ensuring that the model parameters are completely consistent with the actual on-site conditions. Subsequently, the corrected parametric model is divided into three independent but interconnected layers: the support structure layer, the precast trench layer, and the surrounding soil layer. The geometric parameters, material properties, and boundary conditions of each layer are clearly defined, laying the foundation for subsequent linkage constraints between layers and ensuring a clear model structure and controllable parameters.

[0038] Traditional layered modeling lacks effective linkage constraints between different levels, making it impossible to simulate the mechanical transmission and interaction between structures under actual working conditions (such as the connection force between the support and the trench, and the supporting effect of the soil on the trench). This step uses the APDL language to define corresponding linkage constraint equations for the connection relationships and mechanical properties of the three levels, clarifying the load transfer paths and displacement constraints between each level (such as the fixing constraints between the support and the trench, and the contact constraints between the soil and the trench). Based on these constraint equations, a collaborative mechanism with full parameter deep correlation is constructed to achieve mechanical linkage between the support, the precast trench, and the surrounding soil. Specifically, when the parameters of a certain level (such as soil stiffness and support cross-sectional dimensions) change, the mechanical responses of other levels can be automatically adjusted through the collaborative mechanism, ensuring that the model can accurately simulate the global mechanical behavior under actual working conditions, and ultimately generating a complete global collaborative parameterized model.

[0039] Furthermore, the step of constructing a fully parameter-deeply correlated collaborative mechanism based on the linkage constraint equation to generate the global collaborative parameterization model includes: The linkage constraint equation incorporates a stiffness time-varying correction function that is linked to the material time-varying degradation parameter library. Simultaneously, the time-varying degradation parameters of the support, trench, and soil are anchored to the correction factors of the corresponding constraint terms according to the stiffness time-varying correction function. Based on the bidirectional mapping interface, the constraint parameters and BIM design parameters are updated synchronously through the correction factor to construct a time-varying constraint core framework with a collaborative mechanism. The linkage constraint equations are used to generate linkage rules for positive load transmission and reverse deformation correction. Simultaneously, the linkage rules are embedded into the core framework of the time-varying constraint to generate the global collaborative parameterized model.

[0040] It should be noted that traditional linkage constraint equations are fixed constraints and cannot adapt to the degradation of material properties over service time, resulting in the model's inability to simulate the mechanical response changes of the support throughout its entire service life. This step incorporates a time-varying stiffness correction function into the linkage constraint equations. This function is linked in real-time with a library of time-varying material degradation parameters, automatically calling the corresponding degradation parameters based on the material degradation stage (initial degradation, steady-state degradation, accelerated degradation). Simultaneously, the time-varying degradation parameters (such as stiffness attenuation coefficients) of the support, precast trench, and surrounding soil are anchored to the corresponding correction factors in the constraint equations through the time-varying stiffness correction function. This allows the constraint strength of the constraint equations to automatically adjust with material degradation, achieving time-varying adaptation of the constraint equations and enabling the model to accurately capture the impact of material degradation on the linkage relationships at each level.

[0041] The asynchrony between constraint parameters and BIM design parameters can lead to a disconnect between the model and the design, as well as the actual site conditions, affecting simulation accuracy. This step, based on the aforementioned bidirectional mapping interface, synchronously transmits changes in correction factors in the constraint equations to both constraint parameters and BIM design parameters, achieving synchronized updates across all three. Specifically, when material degradation causes changes in correction factors, the constraint parameters automatically adjust, and the BIM design parameters are updated simultaneously, ensuring consistency among model parameters, constraints, and BIM design. Based on this synchronized update mechanism, a constraint core framework with time-varying collaborative capabilities is constructed, laying the foundation for full-parameter linkage of the entire model.

[0042] The core of the collaborative mechanism is to achieve bidirectional linkage between load and deformation. Traditional collaborative mechanisms can only achieve unidirectional load transmission and cannot perform reverse deformation correction, resulting in large deviations in simulation results. This step generates positive load transmission rules and reverse deformation correction rules through linkage constraint equations: the positive load transmission rules clarify the transmission path and distribution ratio of load among the support, precast trench, and surrounding soil, ensuring accurate load transmission; the reverse deformation correction rules can reverse the constraint conditions and load distribution of other levels based on the deformation situation at a certain level, ensuring that the deformation response of the model conforms to actual mechanical laws; these two linkage rules are embedded into the time-varying constraint core framework to achieve bidirectional linkage and time-varying adaptation of load and deformation in the whole-domain model, ultimately generating a whole-domain collaborative parameterized model that can accurately reflect the mechanical behavior throughout the entire service life.

[0043] Furthermore, the step of reconstructing the decay law of material properties over service time based on the time-varying damage structure includes: Based on the time-varying damage structure, and considering the differentiated deterioration mechanisms of the support, precast trench, and soil, the corresponding time-varying damage constitutive equations are constructed using the APDL language. Simultaneously, the time-varying damage constitutive equations are attribute-bound to the corresponding component units in the global collaborative parameterized model to construct a parameterized calculation basis for material performance degradation. The attenuation values ​​of core mechanical performance parameters at different service time points are restored by the time-varying damage constitutive equation, and the measured mechanical performance data of cable trenches in the same region and with the same service years are collected simultaneously to invert and correct the attenuation values. Based on the inversion correction results, corresponding decay curves and decay intervals are generated to simulate the decay law.

[0044] It should be noted that the degradation mechanisms of the support (steel), precast trench (concrete), and surrounding soil are significantly different: steel mainly exhibits strength and stiffness reduction due to corrosion; concrete mainly exhibits mechanical property degradation due to carbonization and cracking; and soil mainly exhibits reduced bearing capacity due to collapsing and consolidation. Traditional methods use a uniform degradation model, which cannot accurately reflect the differentiated degradation characteristics. This step, based on time-varying damage structures, addresses the differentiated degradation mechanisms of the three components by writing corresponding time-varying damage constitutive equations using APDL language. Specifically, the constitutive equations include the correlation between material degradation parameters (such as corrosion rate and carbonization depth), time variables, and mechanical property parameters (such as strength and stiffness), which can accurately describe the changes in mechanical properties of different materials at different service times. Simultaneously, these constitutive equations are attribute-bound to the corresponding component elements in the global collaborative parameterized model, allowing each component element to automatically calculate its mechanical property degradation value based on its own material characteristics and service time, thus constructing a parameterized calculation basis for material performance degradation.

[0045] The attenuation values ​​calculated solely through constitutive equations lack field verification and may deviate from actual working conditions, affecting simulation accuracy. This step uses time-varying damage constitutive equations to calculate the attenuation values ​​of core mechanical performance parameters (such as steel yield strength, concrete compressive strength, and soil elastic modulus) of the support, precast trench, and soil at different service time points (e.g., 1 year, 5 years, 10 years, 20 years). Simultaneously, field measured data (such as mechanical performance data obtained from field sampling and non-destructive testing) of cable trenches of the same region, service age, and type are collected. The measured data are compared with the attenuation values ​​calculated by the constitutive equations, and parameters in the constitutive equations (such as the degradation rate coefficient) are corrected through an inversion algorithm to ensure consistency between the calculated attenuation values ​​and the measured data, significantly improving the accuracy of the attenuation values.

[0046] A single attenuation value cannot fully reflect the changing trend of material properties over service time, nor can it reflect the attenuation dispersion caused by various factors (such as environmental differences and construction deviations) in actual working conditions. This step generates an attenuation curve of material properties changing with service time based on the inverted and corrected attenuation value, intuitively presenting the complete trend of material change from the initial state to accelerated degradation. At the same time, considering the influence of environmental, construction, and material-specific factors in actual working conditions, corresponding attenuation intervals are generated, covering reasonable attenuation ranges under different working conditions. Finally, the attenuation curve and attenuation intervals are combined to form a complete material property attenuation law, providing accurate material property support for the subsequent generation of full-cycle working condition load sets and stress solutions.

[0047] Furthermore, the step of generating corresponding attenuation curves and attenuation intervals based on the inversion correction results to simulate the attenuation law includes: Based on the degradation value of mechanical properties throughout the entire service life after inversion correction, the abrupt inflection point of degradation rate is identified through the APDL language, so that the service life is divided into the initial degradation stage, the steady-state degradation stage and the accelerated degradation stage, and a piecewise nonlinear degradation curve is constructed accordingly. Based on the discrete parameter data extracted by inversion correction, material property data, environmental condition data and construction deviation data are extracted accordingly. At the same time, the influence weight of each type of data is quantified through the APDL language to generate a probabilistic decay interval. The piecewise nonlinear decay curve and the probabilistic decay interval are converted into the decay law.

[0048] It is important to note that the degradation of material properties is not a uniform change, but rather exhibits distinct stages: In the initial degradation stage (early service life), material properties degrade slowly at a low rate; in the steady-state degradation stage (mid-service life), material properties degrade at a stable rate; and in the accelerated degradation stage (late service life), the rate of material property degradation accelerates dramatically, potentially leading to structural failure. Traditional linear degradation curves cannot reflect these staged degradation characteristics, resulting in significant simulation bias. This step uses an algorithm written in APDL to analyze the inverted and corrected degradation values ​​over the entire service life, identifying inflection points where the degradation rate abruptly changes (e.g., the point where steel corrosion transitions from localized to widespread corrosion, or the point where concrete cracks). Based on these inflection points, the entire service life of the support is divided into three stages: initial degradation, steady-state degradation, and accelerated degradation. For each stage's degradation characteristics, a corresponding nonlinear fitting algorithm (e.g., exponential fitting, power function fitting) is used to construct a piecewise nonlinear degradation curve, accurately reflecting the degradation rate and trend of material properties at different stages.

[0049] In practical engineering, material performance degradation exhibits significant dispersion, primarily influenced by factors such as material properties (e.g., material purity, construction quality), environmental conditions (e.g., humidity, corrosivity), and construction deviations (e.g., installation accuracy, concrete pouring quality). Traditional degradation law simulations do not consider this dispersion and cannot cover the degradation differences under various working conditions. This step separates three types of discrete data—material properties, environmental conditions, and construction deviations—from the inverted and corrected parameter data. A weighting quantification algorithm is written using APDL language, combining field measurement data and industry standards to quantify the influence weight of each data type on material degradation (e.g., the weight of corrosive environments is higher than that of ordinary environments). Based on these influence weights, probabilistic statistical methods (e.g., normal distribution, interval estimation) are used to generate probabilistic degradation intervals. The upper and lower limits of these intervals correspond to extreme degradation scenarios under different combinations of influencing factors, ensuring that the degradation intervals comprehensively cover various degradation possibilities in actual working conditions.

[0050] Segmented nonlinear decay curves and probabilistic decay intervals characterize material performance degradation from two dimensions: "trend of change" and "discrete range," respectively. Using either alone cannot form a complete decay law. This step integrates and transforms these two methods, using the segmented decay curve as the core trend of the decay law and the probabilistic decay interval as a supplementary range to the trend, clarifying the decay trend and reasonable decay range at different service stages. Simultaneously, the transformed decay law is embedded in a parametric form into a material time-varying degradation parameter library, linking with a global collaborative parametric model and time-varying damage constitutive equations. This ensures that subsequent load generation and stress solving can utilize the decay law in real time, accurately reflecting changes in material performance over service time and providing reliable support for full-cycle stress simulation.

[0051] Furthermore, the step of generating the full-cycle load set of the cable trench support based on the attenuation law includes: Based on the aforementioned attenuation pattern, the global collaborative parameterized model is subjected to degradation sensitivity analysis using the APDL language to locate the core degradation-sensitive sites. The full service life load of the cable trench support is collected based on the core degradation sensitive sites. The temporal characteristics and mechanical properties of the full service life load are simultaneously disassembled. A suitable temporal multi-dimensional working condition matrix is ​​generated according to the different stages of material decay. The time-series multi-dimensional load case matrix is ​​iteratively solved to generate the full-cycle load case set.

[0052] It should be noted that different parts of the cable trench support are affected by material degradation to varying degrees. The stress response of core degradation-sensitive sites (such as the connection nodes between the support and the trench, the cantilever ends of the support, and the contact points between the soil and the trench) directly determines the overall safety performance of the support. Traditional load sets are not designed for sensitive sites and cannot accurately capture stress changes at these sites. This step, based on the material performance degradation law, uses APDL language to write a sensitivity analysis algorithm to perform degradation sensitivity analysis on the global co-parametric model. Specifically, it simulates the stress changes of various parts of the support under different material degradation stages, identifying the core degradation-sensitive sites with the most significant stress changes and the greatest sensitivity to material degradation. These sensitive sites are then used as the core focus for subsequent load adaptation and stress solution, ensuring that the load set can accurately reflect the stress state of the sensitive sites and improve the relevance and accuracy of the simulation.

[0053] The loads throughout the entire service life encompass various types and change with time and material degradation stages. Traditional load sets often consist of single, fixed loads, failing to cover the load variation characteristics across the entire cycle. This step, based on the stress requirements of core degradation-sensitive sites, collects all loads throughout the entire service life of the support, including static loads (cable self-weight, support self-weight, soil pressure, and overburden pressure) and dynamic loads (seismic loads, vehicle vibration, and construction loads). These loads are then decomposed to clarify the temporal characteristics (e.g., load application time and frequency of change) and mechanical properties (e.g., load amplitude and direction of action) of each load. Furthermore, considering the three degradation stages of material properties (initial, steady-state, and accelerated), load parameters for different stages (e.g., load amplitude adjustments as material degradation occurs) are incorporated to generate a multi-dimensional temporal load condition matrix. Specifically, rows in the matrix correspond to different service time nodes, and columns correspond to different types of loads and sensitive sites, ensuring that the load condition matrix comprehensively covers the entire service life, all load types, and all sensitive sites, providing a comprehensive load foundation for subsequent iterative solutions.

[0054] The time-series multi-dimensional load case matrix contains a large number of load case parameters. Some load cases may have problems such as unreasonable priority, insufficient load adaptability, or exceeding specification limits. Directly using them for stress solving will lead to low efficiency and distorted results. This step iteratively solves the time-series multi-dimensional load case matrix. Through multiple rounds of iteration verification and parameter correction, unreasonable and unsuitable load cases are eliminated, and load parameters are optimized to ensure that each load case can accurately adapt to the material degradation stage and the stress requirements of core sensitive sites. Finally, a full-cycle load case set with the stress response of sensitive sites as the core, clear priority, and adaptability to full-cycle stress solving is generated, providing reasonable and accurate load input for subsequent stress solving.

[0055] Furthermore, the step of iteratively solving the time-series multi-dimensional load case matrix to generate the full-cycle load case set includes: Based on the APDL language, and combining the material performance degradation law with the bearing characteristics of the core degradation sensitive sites, the time-series multi-dimensional working condition matrix is ​​processed by priority layering. For different priority working conditions, the corresponding load amplitude and loading method are dynamically adjusted to construct a corresponding multi-round iterative system; Based on the aforementioned multi-round iterative system, taking the stress response of the core degradation-sensitive site as the core, the time-series multi-dimensional working condition matrix is ​​iteratively calculated to generate the full-cycle working condition load set accordingly.

[0056] It should be noted that different working conditions in the time-series multi-dimensional working condition matrix have varying degrees of influence on the stress response of core degradation-sensitive sites. Using a uniform iteration weight would lead to insufficient adaptation accuracy for core working conditions and excessive computational resources consumed by non-core working conditions. This step, based on the APDL language, combines the material performance degradation law (different bearing capacities of sensitive sites at different degradation stages) with the bearing characteristics of core degradation-sensitive sites (e.g., the bearing capacity of connection nodes is lower than that of the support body) to prioritize the time-series multi-dimensional working condition matrix: working conditions that most significantly affect the stress response of sensitive sites and are most relevant to support safety (e.g., ultimate loads and dynamic impact loads of sensitive sites) are set to high priority; working conditions with less impact and not core (e.g., small fluctuations in conventional static loads) are set to medium-low priority. This hierarchical processing clarifies the iteration priority of different working conditions, providing a clear direction for subsequent load adaptation and iterative solutions, ensuring the adaptation accuracy of core working conditions.

[0057] Different priority load conditions have different accuracy requirements for load matching. Core high-priority load conditions require higher matching accuracy, while medium and low priority load conditions can be appropriately simplified. Traditional iterative solutions use a uniform load matching method, which cannot balance accuracy and efficiency. This step adopts a differentiated load matching strategy for load conditions of different priorities: For high-priority load conditions, the load amplitude is dynamically adjusted (e.g., during the accelerated material degradation stage, the load amplitude at sensitive sites is reduced to adapt to the decrease in their load-bearing capacity) and the loading method (e.g., step-by-step loading for dynamic loads and uniform loading for static loads) based on the material performance degradation law and the load-bearing characteristics of sensitive sites, to ensure that high-priority load conditions can accurately reflect the stress response of sensitive sites; For medium and low priority load conditions, load simplification and matching are performed, simplifying the loading method and reasonably adjusting the load amplitude to reduce computational redundancy. Based on this differentiated matching strategy, a multi-round iterative system of "priority verification - load matching verification - solution matching verification" is constructed, clarifying the verification content and correction direction of each round of iteration to ensure the standardization and rationality of the iteration process.

[0058] The core objective of iterative solutions is to ensure that the load conditions accurately match the stress response and material degradation characteristics of sensitive sites. Traditional iterations only focus on correcting load parameters, neglecting the stress response feedback at sensitive sites. This step is based on a multi-round iterative system, with each round using the stress response of the core degradation sensitive site as the core judgment criterion: First, the priority of the load conditions is verified, eliminating those with unreasonable priorities; then, the load adaptability is verified, correcting the load amplitude and loading method to ensure that the load is compatible with the bearing characteristics of the sensitive site and the material degradation stage; finally, the solution adaptability is verified to ensure that the load conditions are compatible with the subsequent stress solution method (implicit / explicit solution); after each round of verification, the parameters of the load condition matrix are corrected before entering the next round of iteration, until all load conditions meet the requirements of reasonable priority, load adaptability, and solution adaptability; finally, a full-cycle load condition set is generated with the stress response of the core degradation sensitive site as the core, clear priorities, and adaptability to the full-cycle stress solution, providing accurate and efficient load support for subsequent full-cycle stress solutions and ensuring the authenticity and reliability of the stress simulation results.

[0059] Please see Figure 2 The third embodiment of the present invention provides: A stress simulation system for cable trench supports based on ANSYS, wherein the system includes: The module is used to construct a global collaborative parameterized model of cable trench support, precast trench body, and surrounding soil based on ANSYS's APDL language. Simultaneously, the driving variables between the structure of the cable trench support and the soil properties are output through the global collaborative parameterized model. The processing module is used to embed the driving variables into the material time-varying degradation parameter library, so as to define the time-varying damage structure between steel and concrete according to the material time-varying degradation parameter library, and simultaneously restore the material performance decay law with service time according to the time-varying damage structure. The calculation module is used to generate a full-cycle load set for the cable trench support based on the attenuation law, and simultaneously perform full-cycle stress solution based on the full-cycle load set. Implicit solution is used for static loads, and explicit dynamic solution is used for dynamic loads. The comparison module is used to compare the full-cycle stress solution results with the standard limits and simultaneously generate a corresponding simulation report based on the comparison results.

[0060] Furthermore, the building module is specifically used for: Import the BIM design model of the cable trench support, simultaneously extract the initial geometric parameters between the BIM design model and the prefabricated trench, and construct a bidirectional mapping interface between the BIM parameters and the ANSYS model parameters through the APDL language. Collect on-site survey data, and use the bidirectional mapping interface to correct the initial geometric parameters in real time to construct the parameterized basic skeleton of the global model. Simultaneously, divide the parameterized basic skeleton into the support structure layer, the precast trench layer, and the surrounding soil layer. The APDL language is used to define the linkage constraint equations between each level, and a fully parameter-deeply correlated collaborative mechanism is constructed simultaneously based on the linkage constraint equations to generate the global collaborative parameterized model.

[0061] Furthermore, the building module is specifically used for: The linkage constraint equation incorporates a stiffness time-varying correction function that is linked to the material time-varying degradation parameter library. Simultaneously, the time-varying degradation parameters of the support, trench, and soil are anchored to the correction factors of the corresponding constraint terms according to the stiffness time-varying correction function. Based on the bidirectional mapping interface, the constraint parameters and BIM design parameters are updated synchronously through the correction factor to construct a time-varying constraint core framework with a collaborative mechanism. The linkage constraint equations are used to generate linkage rules for positive load transmission and reverse deformation correction. Simultaneously, the linkage rules are embedded into the core framework of the time-varying constraint to generate the global collaborative parameterized model.

[0062] Furthermore, the processing module is specifically used for: Based on the time-varying damage structure, and considering the differentiated deterioration mechanisms of the support, precast trench, and soil, the corresponding time-varying damage constitutive equations are constructed using the APDL language. Simultaneously, the time-varying damage constitutive equations are attribute-bound to the corresponding component units in the global collaborative parameterized model to construct a parameterized calculation basis for material performance degradation. The attenuation values ​​of core mechanical performance parameters at different service time points are restored by the time-varying damage constitutive equation, and the measured mechanical performance data of cable trenches in the same region and with the same service years are collected simultaneously to invert and correct the attenuation values. Based on the inversion correction results, corresponding decay curves and decay intervals are generated to simulate the decay law.

[0063] Furthermore, the processing module is specifically used for: Based on the degradation value of mechanical properties throughout the entire service life after inversion correction, the abrupt inflection point of degradation rate is identified through the APDL language, so that the service life is divided into the initial degradation stage, the steady-state degradation stage and the accelerated degradation stage, and a piecewise nonlinear degradation curve is constructed accordingly. Based on the discrete parameter data extracted by inversion correction, material property data, environmental condition data and construction deviation data are extracted accordingly. At the same time, the influence weight of each type of data is quantified through the APDL language to generate a probabilistic decay interval. The piecewise nonlinear decay curve and the probabilistic decay interval are converted into the decay law.

[0064] Furthermore, the calculation module is specifically used for: Based on the aforementioned attenuation pattern, the global collaborative parameterized model is subjected to degradation sensitivity analysis using the APDL language to locate the core degradation-sensitive sites. The full service life load of the cable trench support is collected based on the core degradation sensitive sites. The temporal characteristics and mechanical properties of the full service life load are simultaneously disassembled. A suitable temporal multi-dimensional working condition matrix is ​​generated according to the different stages of material decay. The time-series multi-dimensional load case matrix is ​​iteratively solved to generate the full-cycle load case set.

[0065] Furthermore, the calculation module is specifically used for: Based on the APDL language, and combining the material performance degradation law with the bearing characteristics of the core degradation sensitive sites, the time-series multi-dimensional working condition matrix is ​​processed by priority layering. For different priority working conditions, the corresponding load amplitude and loading method are dynamically adjusted to construct a corresponding multi-round iterative system; Based on the aforementioned multi-round iterative system, taking the stress response of the core degradation-sensitive site as the core, the time-series multi-dimensional working condition matrix is ​​iteratively calculated to generate the full-cycle working condition load set accordingly.

[0066] The fourth embodiment of the present invention provides a computer, including a memory, a processor, and a computer program stored in the memory and executable on the processor, wherein the processor executes the computer program to implement the ANSYS-based stress simulation method for cable trench supports as described above.

[0067] The fifth embodiment of the present invention provides a readable storage medium having a computer program stored thereon, wherein the program, when executed by a processor, implements the ANSYS-based stress simulation method for cable trench supports as described above.

[0068] In summary, the ANSYS-based stress simulation method and system for cable trench supports provided by the above embodiments of the present invention can reproduce the degradation law of raw material performance and improve the simulation realism; the differentiated solution of static implicit and dynamic explicit dynamics takes into account both solution accuracy and efficiency; the comparison of solution results with standard limits and the generation of simulation reports realize closed-loop control of the entire process, providing scientific and reliable technical support for the design of cable trench supports and avoiding the drawbacks of large simulation deviations and non-standard processes in existing simulations.

[0069] It should be noted that the above modules can be functional modules or program modules, and can be implemented through software or hardware. For modules implemented through hardware, the above modules can reside in the same processor; or the above modules can be located in different processors in any combination.

[0070] The logic and / or steps represented in the flowchart or otherwise described herein, for example, can be considered as a sequenced list of executable instructions for implementing logical functions, and can be embodied in any computer-readable medium for use by, or in conjunction with, an instruction execution system, apparatus, or device (such as a computer-based system, a processor-including system, or other system that can fetch and execute instructions from, an instruction execution system, apparatus, or device). For the purposes of this specification, "computer-readable medium" can be any means that can contain, store, communicate, propagate, or transmit programs for use by, or in conjunction with, an instruction execution system, apparatus, or device.

[0071] More specific examples of computer-readable media (a non-exhaustive list) include: electrical connections (electronic devices) having one or more wires, portable computer disk drives (magnetic devices), random access memory (RAM), read-only memory (ROM), erasable and editable read-only memory (EPROM or flash memory), fiber optic devices, and portable optical disc read-only memory (CDROM). Furthermore, computer-readable media can even be paper or other suitable media on which the program can be printed, because the program can be obtained electronically, for example, by optically scanning the paper or other medium, followed by editing, interpreting, or otherwise processing as necessary, and then stored in computer memory.

[0072] It should be understood that various parts of the present invention can be implemented in hardware, software, firmware, or a combination thereof. In the above embodiments, multiple steps or methods can be implemented in software or firmware stored in memory and executed by a suitable instruction execution system. For example, if implemented in hardware, as in another embodiment, it can be implemented using any one or a combination of the following techniques known in the art: discrete logic circuits having logic gates for implementing logical functions on data signals, application-specific integrated circuits (ASICs) having suitable combinational logic gates, programmable gate arrays (PGAs), field-programmable gate arrays (FPGAs), etc.

[0073] In the description of this specification, references to terms such as "one embodiment," "some embodiments," "example," "specific example," or "some examples," etc., indicate that a specific feature, structure, material, or characteristic described in connection with that embodiment or example is included in at least one embodiment or example of the invention. In this specification, the illustrative expressions of the above terms do not necessarily refer to the same embodiment or example. Furthermore, the specific features, structures, materials, or characteristics described may be combined in any suitable manner in one or more embodiments or examples.

[0074] The embodiments described above are merely illustrative of several implementations of the present invention, and while the descriptions are specific and detailed, they should not be construed as limiting the scope of the invention. It should be noted that those skilled in the art can make various modifications and improvements without departing from the concept of the present invention, and these modifications and improvements all fall within the scope of protection of the present invention. Therefore, the scope of protection of the present invention should be determined by the appended claims.

Claims

1. A method for simulating the stress of cable trench supports based on ANSYS, characterized in that, The method includes: Based on ANSYS's APDL language, a global collaborative parameterized model of cable trench support, precast trench body, and surrounding soil is constructed. Simultaneously, the driving variables between the structure of the cable trench support and the soil properties are output through the global collaborative parameterized model. The driving variables are embedded into the material time-varying degradation parameter library to define the time-varying damage structure between steel and concrete according to the material time-varying degradation parameter library, and the decay law of material properties with service time is restored according to the time-varying damage structure. Based on the attenuation law, a full-cycle load set for the cable trench support is generated, and a full-cycle stress solution is performed simultaneously based on the full-cycle load set. For static loads, an implicit solution is used, and for dynamic loads, an explicit dynamic solution is used. The full-cycle stress solution results are compared with the standard limits, and a corresponding simulation report is generated simultaneously based on the comparison results.

2. The method for simulating cable trench support stress based on ANSYS according to claim 1, characterized in that, The steps for constructing a global collaborative parametric model of cable trench support, precast trench body, and surrounding soil based on the ANSYS APDL language include: Import the BIM design model of the cable trench support, simultaneously extract the initial geometric parameters between the BIM design model and the prefabricated trench, and construct a bidirectional mapping interface between the BIM parameters and the ANSYS model parameters through the APDL language. Collect on-site survey data, and use the bidirectional mapping interface to correct the initial geometric parameters in real time to construct the parameterized basic skeleton of the global model. Simultaneously, divide the parameterized basic skeleton into the support structure layer, the precast trench layer, and the surrounding soil layer. The APDL language is used to define the linkage constraint equations between each level, and a fully parameter-deeply correlated collaborative mechanism is constructed simultaneously based on the linkage constraint equations to generate the global collaborative parameterized model.

3. The method for simulating cable trench support stress based on ANSYS according to claim 2, characterized in that, The step of constructing a fully parameter-deeply correlated collaborative mechanism based on the linkage constraint equation to generate the global collaborative parameterization model includes: The linkage constraint equation incorporates a stiffness time-varying correction function that is linked to the material time-varying degradation parameter library. Simultaneously, the time-varying degradation parameters of the support, trench, and soil are anchored to the correction factors of the corresponding constraint terms according to the stiffness time-varying correction function. Based on the bidirectional mapping interface, the constraint parameters and BIM design parameters are updated synchronously through the correction factor to construct a time-varying constraint core framework with a collaborative mechanism. The linkage constraint equations are used to generate linkage rules for positive load transmission and reverse deformation correction. Simultaneously, the linkage rules are embedded into the core framework of the time-varying constraint to generate the global collaborative parameterized model.

4. The method for simulating cable trench support stress based on ANSYS according to claim 1, characterized in that, The step of reconstructing the material properties degradation law over service time based on the time-varying damage structure includes: Based on the time-varying damage structure, and considering the differentiated deterioration mechanisms of the support, precast trench, and soil, the corresponding time-varying damage constitutive equations are constructed using the APDL language. Simultaneously, the time-varying damage constitutive equations are attribute-bound to the corresponding component units in the global collaborative parameterized model to construct a parameterized calculation basis for material performance degradation. The attenuation values ​​of core mechanical performance parameters at different service time points are restored by the time-varying damage constitutive equation, and the measured mechanical performance data of cable trenches in the same region and with the same service years are collected simultaneously to invert and correct the attenuation values. Based on the inversion correction results, corresponding decay curves and decay intervals are generated to simulate the decay law.

5. The ANSYS-based stress simulation method for cable trench supports according to claim 4, characterized in that, The step of generating corresponding attenuation curves and attenuation intervals based on the inversion correction results to simulate the attenuation law includes: Based on the degradation value of mechanical properties throughout the entire service life after inversion correction, the abrupt inflection point of degradation rate is identified through the APDL language, so that the service life is divided into the initial degradation stage, the steady-state degradation stage and the accelerated degradation stage, and a piecewise nonlinear degradation curve is constructed accordingly. Based on the discrete parameter data extracted by inversion correction, material property data, environmental condition data and construction deviation data are extracted accordingly. At the same time, the influence weight of each type of data is quantified through the APDL language to generate a probabilistic decay interval. The piecewise nonlinear decay curve and the probabilistic decay interval are converted into the decay law.

6. The method for simulating cable trench support stress based on ANSYS according to claim 1, characterized in that, The step of generating the full-cycle load set of the cable trench support based on the attenuation law includes: Based on the aforementioned attenuation pattern, the global collaborative parameterized model is subjected to degradation sensitivity analysis using the APDL language to locate the core degradation-sensitive sites. The full service life load of the cable trench support is collected based on the core degradation sensitive sites. The temporal characteristics and mechanical properties of the full service life load are simultaneously disassembled. A suitable temporal multi-dimensional working condition matrix is ​​generated according to the different stages of material decay. The time-series multi-dimensional load case matrix is ​​iteratively solved to generate the full-cycle load case set.

7. The method for simulating cable trench support stress based on ANSYS according to claim 6, characterized in that, The step of iteratively solving the time-series multi-dimensional load case matrix to generate the full-cycle load case set includes: Based on the APDL language, and combining the material performance degradation law with the bearing characteristics of the core degradation sensitive sites, the time-series multi-dimensional working condition matrix is ​​processed by priority layering. For different priority working conditions, the corresponding load amplitude and loading method are dynamically adjusted to construct a corresponding multi-round iterative system; Based on the aforementioned multi-round iterative system, taking the stress response of the core degradation-sensitive site as the core, the time-series multi-dimensional working condition matrix is ​​iteratively calculated to generate the full-cycle working condition load set accordingly.

8. A stress simulation system for cable trench supports based on ANSYS, characterized in that, The system includes: The module is used to construct a global collaborative parameterized model of cable trench support, precast trench body, and surrounding soil based on ANSYS's APDL language. Simultaneously, the driving variables between the structure of the cable trench support and the soil properties are output through the global collaborative parameterized model. The processing module is used to embed the driving variables into the material time-varying degradation parameter library, so as to define the time-varying damage structure between steel and concrete according to the material time-varying degradation parameter library, and simultaneously restore the material performance decay law with service time according to the time-varying damage structure. The calculation module is used to generate a full-cycle load set for the cable trench support based on the attenuation law, and simultaneously perform full-cycle stress solution based on the full-cycle load set. Implicit solution is used for static loads, and explicit dynamic solution is used for dynamic loads. The comparison module is used to compare the full-cycle stress solution results with the standard limits and simultaneously generate a corresponding simulation report based on the comparison results.

9. A computer comprising a memory, a processor, and a computer program stored in the memory and executable on the processor, characterized in that, When the processor executes the computer program, it implements the ANSYS-based stress simulation method for cable trench supports as described in any one of claims 1 to 7.

10. A readable storage medium having a computer program stored thereon, characterized in that, When executed by the processor, the program implements the ANSYS-based stress simulation method for cable trench supports as described in any one of claims 1 to 7.

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