Prestressed anchor cable anchoring force loss and rock-soil body creep coupling analysis method
By constructing a stress-adaptive coupling model and relaxation equations, the problem of inaccurate analysis of anchor cable prestress loss and soil creep under complex geological conditions in existing models is solved, realizing accurate analysis of the anchor cable-soil system and improving engineering safety.
Patent Information
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2025-11-18
- Publication Date
- 2026-03-13
AI Technical Summary
Existing coupled analysis models of anchor cable anchorage force loss and soil creep are inaccurate under complex geological conditions and cannot fully simulate the time history loss of anchor cable prestress, resulting in discrepancies between engineering practice and theoretical analysis.
Key parameters of the rock and soil mass were obtained through indoor rheological tests. A stress-adaptive coupled model was constructed. Combining the Maxwell model and the composite rheological model, the creep behavior of the rock mass under different stress states was simulated. The relaxation equation was derived, numerical analysis was performed, and the prestress loss of the anchor cable and the deformation law of the rock and soil mass were output.
This study provides a systematic description of the long-term mechanical behavior of the anchor cable-soil system, improving the accuracy and reliability of the long-term safety performance of anchoring projects and providing direct decision-making basis for engineering design.
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Figure CN121659535A_ABST
Abstract
Description
Technical Field
[0001] This invention relates to the field of geotechnical engineering technology, and in particular to a method for coupled analysis of prestressed anchor cable anchorage force loss and soil creep. Background Technology
[0002] In the field of geotechnical engineering, the study of the mechanical behavior of the "rock mass-anchor cable" system plays a crucial role in exploring the time-history loss of anchor cable prestress. Various factors in the "rock mass-anchor cable" system influence the anchor cable prestress, leading to time-history loss over time. This loss is not caused by a single factor but is influenced by the combined effects of multiple factors such as rock mass properties, anchor cable characteristics, and environmental conditions. The mechanical properties and deformation characteristics of the rock mass are directly related to changes in anchor cable prestress; while the material, diameter, and length of the anchor cable also significantly affect the maintenance and loss of prestress.
[0003] However, a comprehensive and accurate understanding and simulation of the anchor cable prestressing time history loss model under the coupling effect of the rock mass-anchor cable system still faces many challenges. The interactions between different factors are intricate, and the actual engineering conditions are highly variable. Moreover, existing models have certain limitations for some complex geological conditions and special engineering requirements. Existing models are generally set under the premise that the material will never fail under any stress level, which leads to discrepancies between the creep analysis of rock and soil and the actual engineering situation, affecting the inaccuracy of the coupling analysis results of anchor cable anchorage force loss and rock and soil creep. Summary of the Invention
[0004] This invention provides a method for coupled analysis of prestressed anchor cable anchorage force loss and soil creep, which solves the technical problem of inaccurate results in coupled analysis of anchor cable anchorage force loss and soil creep.
[0005] In a first aspect, the present invention provides a method for coupled analysis of prestressed anchor cable anchorage force loss and soil creep. The method includes: obtaining key rheological parameters of the soil and rock mass through indoor rheological tests, and determining the design parameters of the anchor cable; the key rheological parameters include the instantaneous elastic modulus, hysteretic elastic modulus, viscosity coefficient, and long-term strength of the rock mass; the design parameters include the elastic modulus, cross-sectional area, and design prestress of the anchor cable; constructing a stress-adaptive coupled model based on the key rheological parameters and the design parameters of the anchor cable; determining the relaxation equation for the decay law of the anchor cable prestress over time under constant initial strain conditions based on the stress-adaptive coupled model; performing engineering simulation and numerical analysis calculations based on the key rheological parameters, the design parameters of the anchor cable, the adaptive coupled model, and the relaxation equation to obtain the coupled analysis results; the coupled analysis results include the anchor cable prestress loss and the deformation law of the soil and rock mass.
[0006] In one possible implementation, a stress-adaptive coupling model is constructed based on key rheological parameters and anchor cable design parameters. This includes: constructing a Maxwell model equivalent to the anchor cable, consisting of elastic and viscous elements connected in series; constructing a composite rheological model equivalent to the soil and rock mass, using the long-term rock mass strength as a stress threshold switch; configuring the execution logic of the stress threshold switch in the composite rheological model, which includes real-time calculation of the stress state of the soil and rock mass elements; comparing the real-time stress with the long-term rock mass strength; when the real-time stress of the soil and rock mass elements is less than the long-term rock mass strength, controlling the composite rheological model to adopt a generalized Kelvin model to simulate the stable creep behavior of the soil and rock mass; when the real-time stress of the soil and rock mass elements reaches or exceeds the long-term rock mass strength, controlling the composite rheological model to switch to a Burgers model or a Nishihara model to simulate the unstable creep behavior including isochronous creep and accelerated creep stages; and constructing a stress-adaptive coupling model based on the Maxwell model, the composite rheological model, and the execution logic.
[0007] In one possible implementation, a relaxation equation for the decay of anchor cable prestress over time under constant initial strain conditions is determined based on a stress-adaptive coupling model. This includes: determining the real-time stress of each soil / rock element based on the stress-adaptive coupling model; when the real-time stress of the soil / rock element is less than the long-term strength of the rock mass, the form of the relaxation equation is determined by coupling the generalized Kelvin model and the Maxwell model, and the solution of the relaxation equation is a function containing two exponential decay terms. The undetermined constants of the relaxation equation are determined by monitoring the anchor cable tension in the initial stage; when the real-time stress of the soil / rock element reaches or exceeds the long-term strength of the rock mass, the form of the relaxation equation is determined by coupling the Burgers model or the Nishihara model with the Maxwell model, and the solution of the relaxation equation is a function containing three exponential decay terms. The undetermined constants in the relaxation equation are determined by monitoring the anchor cable tension in the initial stage.
[0008] In one possible implementation, engineering simulation and numerical analysis calculations are performed based on key rheological parameters, anchor cable design parameters, adaptive coupling model, and relaxation equations to obtain coupling analysis results. This includes: establishing a geomechanical model of the target engineering area using numerical analysis software; embedding key rheological parameters, anchor cable design parameters, stress adaptive coupling model, and relaxation equations into the geomechanical model through a user-defined constitutive model interface; simulating the construction process of excavation, anchor cable installation, and prestressing tensioning sequentially in the numerical analysis software, performing long-term creep calculations, and performing real-time stress state judgments for each soil and rock mass unit to obtain calculation results; specifically, when the real-time stress of the soil and rock mass unit is less than the long-term strength of the rock mass, the generalized Kelvin model is called for calculation; when the real-time stress of the soil and rock mass unit reaches or exceeds the long-term strength of the rock mass, the Burgers model or the Nishihara model is called for calculation; extracting the time history data of the anchor cable axial force from the calculation results to obtain the anchor cable prestress loss curve, and simultaneously extracting the displacement time history data of key parts of the project to obtain the deformation law of the soil and rock mass.
[0009] Secondly, embodiments of the present invention provide a device for coupled analysis of prestressed anchor cable anchorage force loss and soil creep. This device includes a communication module and a processing module. The communication module is used to obtain key rheological parameters of the soil and rock mass through indoor rheological tests and to determine the design parameters of the anchor cable. The key rheological parameters include the instantaneous elastic modulus, hysteretic elastic modulus, viscosity coefficient, and long-term strength of the rock mass. The design parameters include the elastic modulus, cross-sectional area, and design prestress of the anchor cable. The processing module is used to construct a stress-adaptive coupling model based on the key rheological parameters and the anchor cable design parameters; based on the stress-adaptive coupling model, to determine the relaxation equation for the decay law of the anchor cable prestress over time under constant initial strain conditions; and based on the key rheological parameters, the anchor cable design parameters, the adaptive coupling model, and the relaxation equation, to perform engineering simulation and numerical analysis calculations to obtain the coupling analysis results. The coupling analysis results include the anchor cable prestress loss and the deformation law of the soil and rock mass.
[0010] In one possible implementation, the processing module is specifically used to construct a Maxwell model equivalent to an anchor cable, consisting of elastic and viscous elements connected in series; construct a composite rheological model equivalent to soil and rock mass, using the long-term strength of the rock mass as a stress threshold switch; configure the execution logic of the stress threshold switch in the composite rheological model, the execution logic including real-time calculation of the stress state of the soil and rock mass elements; compare the real-time stress with the long-term strength of the rock mass; when the real-time stress of the soil and rock mass elements is less than the long-term strength of the rock mass, control the composite rheological model to adopt a generalized Kelvin model to simulate the stable creep behavior of the soil and rock mass; when the real-time stress of the soil and rock mass elements reaches or exceeds the long-term strength of the rock mass, control the composite rheological model to switch to a Burgers model or a Nishihara model to simulate the unstable creep behavior including isochronous creep and accelerated creep stages; and construct a stress adaptive coupling model based on the Maxwell model, the composite rheological model, and the execution logic.
[0011] In one possible implementation, the processing module is specifically used to determine the real-time stress of each soil and rock mass element based on a stress-adaptive coupling model. When the real-time stress of the soil and rock mass element is less than the long-term strength of the rock mass, the form of the relaxation equation is determined by the coupling derivation of the generalized Kelvin model and the Maxwell model. The solution of the relaxation equation is a function containing two exponentially decaying terms, and the undetermined constants of the relaxation equation are determined by the monitoring value of the anchor cable tension in the initial stage. When the real-time stress of the soil and rock mass element reaches or exceeds the long-term strength of the rock mass, the form of the relaxation equation is determined by the coupling derivation of the Burgers model or the Nishihara model and the Maxwell model. The solution of the relaxation equation is a function containing three exponentially decaying terms, and the undetermined constants in the relaxation equation are determined by the monitoring value of the anchor cable tension in the initial stage.
[0012] In one possible implementation, the processing module is specifically used to establish a geomechanical model of the target engineering area using numerical analysis software. Key rheological parameters, anchor cable design parameters, stress adaptive coupling model, and relaxation equations are implanted into the geomechanical model through a user-defined constitutive model interface. In the numerical analysis software, the construction process of excavation, anchor cable installation, and prestressing tension is simulated sequentially, and long-term creep calculations are performed. Stress state judgments are executed in real time for each soil and rock mass unit to obtain calculation results. Specifically, when the real-time stress of the soil and rock mass unit is less than the long-term strength of the rock mass, the generalized Kelvin model is called for calculation; when the real-time stress of the soil and rock mass unit reaches or exceeds the long-term strength of the rock mass, the Burgers model or the Nishihara model is called for calculation. The time history data of the anchor cable axial force is extracted from the calculation results to obtain the anchor cable prestress loss curve. Simultaneously, the displacement time history data of key parts of the project are extracted to obtain the deformation law of the soil and rock mass.
[0013] Thirdly, embodiments of the present invention provide an electronic device including a memory and a processor. The memory stores a computer program, and the processor is configured to call and run the computer program stored in the memory to perform the steps of the method as described in the first aspect and any possible implementation thereof.
[0014] Fourthly, embodiments of the present invention provide a computer-readable storage medium storing a computer program, characterized in that, when the computer program is executed by a processor, it implements the steps of the method as described in the first aspect and any possible implementation thereof.
[0015] This invention provides a coupled analysis method for prestressed anchor cable anchorage force loss and soil creep. By systematically integrating key rock mass parameters (including instantaneous and hysteretic elastic modulus, viscosity coefficient, and crucial long-term strength) obtained from indoor rheological tests with the anchor cable's own design parameters, this invention establishes a reliable data foundation for accurate analysis, overcoming the shortcomings of incomplete parameter consideration in traditional methods. By constructing a stress-adaptive coupling model and deriving a relaxation equation describing the decay of anchor cable prestress over time, this invention achieves, for the first time, a mathematical description of the long-term mechanical behavior of the anchor cable-soil system within a unified framework, making the theoretical analysis more systematic and complete. Finally, numerical software is used for engineering simulation, directly outputting two key results: the anchor cable prestress loss law and the soil deformation law. This effectively links the analysis process from microscopic constitutive relations to macroscopic engineering response into an organic whole, significantly improving the accuracy and reliability of predicting the long-term safety performance of anchoring projects, and providing direct and quantitative decision-making basis for engineering design and safe operation and maintenance. Attached Figure Description
[0016] To more clearly illustrate the technical solutions in the embodiments of the present invention, 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 some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.
[0017] Figure 1 This is a schematic diagram of a low-stress soil creep and anchor cable prestress relaxation coupling model provided in an embodiment of the present invention; Figure 2 This is a schematic diagram of an improved coupling model of prestressed anchor cable anchorage force loss and soil creep provided in an embodiment of the present invention; Figure 3 This is a flowchart illustrating a method for coupled analysis of prestressed anchor cable anchorage force loss and soil creep provided in an embodiment of the present invention. Figure 4 This is a schematic diagram of the structure of a prestressed anchor cable anchorage force loss coupled analysis device with soil creep provided in an embodiment of the present invention; Figure 5 This is a schematic diagram of the structure of an electronic device provided in an embodiment of the present invention. Detailed Implementation
[0018] In the following description, specific details such as particular system architectures and techniques are set forth for illustrative purposes and not for limitation, in order to provide a thorough understanding of the embodiments of the invention. However, those skilled in the art will understand that the invention can be implemented in other embodiments without these specific details. In other instances, detailed descriptions of well-known systems, apparatuses, circuits, and methods are omitted so as not to obscure the description of the invention with unnecessary detail.
[0019] In the description of this invention, unless otherwise stated, " / " means "or". For example, A / B can mean A or B. The term "and / or" in this document is merely a description of the relationship between related objects, indicating that three relationships can exist. For example, A and / or B can represent: A alone, A and B simultaneously, and B alone. Furthermore, "at least one" and "more than one" refer to two or more. The terms "first," "second," etc., do not limit the quantity or order of execution, and "first," "second," etc., do not necessarily imply differences.
[0020] In the embodiments of this application, the terms "exemplary" or "for example" are used to indicate that something is an example, illustration, or description. Any embodiment or design that is described as "exemplary" or "for example" in the embodiments of this application should not be construed as being more preferred or advantageous than other embodiments or design. Specifically, the use of terms such as "exemplary" or "for example" is intended to present the relevant concepts in a specific manner to facilitate understanding.
[0021] Furthermore, the terms "comprising" and "having," and any variations thereof, used in the description of this application are intended to cover non-exclusive inclusion. For example, a process, method, system, product, or device that includes a series of steps or modules is not limited to the steps or modules listed, but may optionally include other steps or modules not listed, or may optionally include other steps or modules inherent to such process, method, product, or device.
[0022] To make the objectives, technical solutions, and advantages of the present invention clearer, the following description will be provided in conjunction with the accompanying drawings and specific embodiments.
[0023] like Figure 1As shown, this invention provides a coupled model of low-stress soil-rock creep and anchor cable prestress relaxation. Therefore, further in-depth research into various factors within this system, and continuous improvement and optimization of the time-history loss model, are of paramount importance for ensuring the safety and stability of geotechnical engineering. Through continuous exploration and innovation, this invention constructs a time-history loss model of anchor cable prestress under the coupling effect of the "rock mass-anchor cable" system, as shown... Figure 2 As shown in the figure, this invention provides an improved coupled model of prestressed anchor cable anchorage force loss and soil creep. This model can consider the diversity of the mechanical properties and structural characteristics of the rock mass, as well as the influence of its changes under different environments and working conditions on the prestress loss of the anchor cable; it can consider the effects of the anchor cable's own material properties, installation process, and other factors on the prestress time history changes; it can consider the dynamic changes of the interaction force between the rock mass and the anchor cable and its influence on the overall stability. Studying the various factors and loss values of anchorage force loss has important theoretical and practical significance.
[0024] Figure 1 In traditional models, anchor cables are equivalent to the Maxwell model, while soil and rock masses are equivalent to the generalized Kelvin model. However, the generalized Kelvin model oversimplifies the creep behavior of soil and rock masses. Composed of a Maxwell body and a Kelvin body connected in series, the creep curve only includes two stages: instantaneous elastic deformation and decaying creep. Its deformation rate gradually decreases over time, eventually approaching zero, while the deformation amount approaches a finite stable value. The generalized Kelvin model cannot simulate the accelerated creep stage (the third stage) that leads to material failure. Therefore, this model essentially assumes that materials are indestructible under any stress level, which is clearly inconsistent with engineering reality. In high-stress soft rock tunnels, deep mining, and other engineering projects, significant rheology of the surrounding rock is a major engineering problem. Using the generalized Kelvin model for analysis will yield completely erroneous safety conclusions.
[0025] Figure 2 An improved model is proposed, in which the anchor cable is equivalent to the Maxwell model, and the rock and soil mass is equivalent to the Xiyuan model. The core principle of the improvement is to use a model based on the long-term strength of the rock mass. s s Using a threshold "switching function," the generalized Kelvin model is replaced with the Xiyuan model, thereby constructing a unified constitutive model capable of simulating the creep behavior of rock masses under different stress levels (i.e., "full stress state"). Under low stress conditions ( s < s s When the external load is less than the long-term strength of the rock mass, the rock mass only undergoes steady creep. Its deformation will eventually tend towards a stable value and will not lead to failure. At this time, the generalized Kelvin model is used. Under high stress conditions ( s > s s When the external load reaches or exceeds the long-term strength of the rock mass, the rock mass will undergo unstable creep. Its deformation will continue to develop, experiencing decaying creep, constant-rate creep, and finally entering the accelerated creep stage until failure. At this point, the generalized Kelvin model switches to the Western source model.
[0026] Figure 2 The improved model has clear physical meaning and comprehensive description. For the first time, it clearly distinguishes the creep behavior of rock masses under different stress states within a single model, with clear mechanical concepts, capable of describing the entire process from elastic to stable creep and then to instability and failure. The improved model has broad engineering applicability, suitable for various geological conditions ranging from hard, intact rock masses (which may remain in a low-stress state) to weak, fractured rock masses or high-stress rock masses (which are prone to entering a high-stress state).
[0027] Figure 2 Application methods and implementation of the improved model: After tunnel excavation, the surrounding rock forms a loosened zone (stress reduction zone) and a plastic zone (stress equal to or exceeding long-term strength). s s ) and elastic zone (stress below) s s The improved model allows the plastic zone elements to automatically adopt the Burgers model (simulating unsteady creep) while the elastic zone elements adopt the generalized Kelvin model (simulating steady creep) in the same simulation, thus accurately simulating the coordinated deformation and failure process of the entire surrounding rock. The improved model can be applied using specialized geotechnical engineering numerical software (such as ABAQUS, FLAC3D, and COMSOL). First, an accurate engineering geological model (slope, tunnel, foundation pit, etc.) is established. Second, a custom constitutive model is written, embedding the aforementioned "switch" logic and setting the load transfer relationship between anchor cable elements and soil / rock elements (usually using "embedded" or "bundled" contact). Finally, the processes of excavation, support (installation of anchor cables and application of prestress), and long-term service are simulated step by step.
[0028] like Figure 3 As shown, this embodiment of the invention provides a method for coupled analysis of prestressed anchor cable anchorage force loss and soil creep. The method includes steps S101-S104.
[0029] S101. Obtain key rheological parameters of the soil and rock mass through indoor rheological tests, and determine the design parameters of the anchor cable.
[0030] In this embodiment, the key rheological parameters include the instantaneous elastic modulus, hysteretic elastic modulus, viscosity coefficient, and long-term strength of the rock mass; the design parameters include the elastic modulus, cross-sectional area, and design prestress of the anchor cable.
[0031] S102. Based on key rheological parameters and anchor cable design parameters, construct a stress-adaptive coupling model.
[0032] As one possible implementation, step S102 can be specifically implemented as steps S1021-S1024.
[0033] S1021. Construct a Maxwell model that is equivalent to an anchor cable, consisting of elastic and viscous elements connected in series.
[0034] S1022. Construct a composite rheological model that is equivalent to rock and soil, with the long-term strength of the rock mass as the stress threshold switch.
[0035] S1023. Configure the execution logic of the stress threshold switch in the composite rheological model.
[0036] In some embodiments, the execution logic includes calculating the stress state of the soil and rock mass elements in real time; comparing the real-time stress with the long-term strength of the rock mass; when the real-time stress of the soil and rock mass elements is less than the long-term strength of the rock mass, controlling the composite rheological model to adopt the generalized Kelvin model to simulate the stable creep behavior of the soil and rock mass; when the real-time stress of the soil and rock mass elements reaches or exceeds the long-term strength of the rock mass, controlling the composite rheological model to switch to the Burgers model or the Nishihara model to simulate the unstable creep behavior including the constant creep and accelerated creep stages.
[0037] S1024. Based on the Maxwell model, the composite rheological model, and the execution logic, a stress adaptive coupling model is constructed.
[0038] S103. Based on the stress adaptive coupling model, determine the relaxation equation for the decay law of anchor cable prestress with time under constant initial strain conditions.
[0039] As one possible implementation, step S103 can be specifically implemented as steps S1031-S1034.
[0040] S1031. Based on the stress adaptive coupling model, determine the real-time stress of each soil and rock element.
[0041] S1032. When the real-time stress of the soil and rock element is less than the long-term strength of the rock mass, the form of the relaxation equation is determined by the coupling derivation of the generalized Kelvin model and the Maxwell model. The solution of the relaxation equation is a function containing two exponential decay terms. The undetermined constants of the relaxation equation are determined by the monitoring value of the anchor cable tension in the initial stage. S1033. When the real-time stress of the rock and soil unit reaches or exceeds the long-term strength of the rock mass, the form of the relaxation equation is determined by the coupling derivation of the Burgers model or the Nishihara model with the Maxwell model. The solution of the relaxation equation is a function containing three exponential decay terms. The undetermined constants in the relaxation equation are determined by the monitoring value of the anchor cable tension in the initial stage.
[0042] S104. Based on key rheological parameters, anchor cable design parameters, adaptive coupling model, and relaxation equations, engineering simulation and numerical analysis calculations are performed to obtain coupling analysis results.
[0043] In some embodiments, the results of the coupling analysis include anchor cable prestress loss and soil deformation patterns.
[0044] As one possible implementation, step S104 can be specifically implemented as steps S1041-S1044.
[0045] S1041. Establish a geomechanical model of the target engineering area using numerical analysis software.
[0046] S1042. Key rheological parameters, anchor cable design parameters, stress adaptive coupling model, and relaxation equations are embedded into the geomechanical model through a user-defined constitutive model interface.
[0047] S1043. In the numerical analysis software, the construction process of engineering excavation, anchor cable installation and prestressing tensioning is simulated in sequence, long-term creep calculation is performed, and stress state judgment is performed on each soil and rock unit in real time to obtain the calculation results.
[0048] Specifically, when the real-time stress of the soil and rock element is less than the long-term strength of the rock mass, the generalized Kelvin model is used for calculation; when the real-time stress of the soil and rock element reaches or exceeds the long-term strength of the rock mass, the Burgers model or the Nishihara model is used for calculation.
[0049] S1044. Extract the time history data of the axial force of the anchor cable from the calculation results to obtain the anchor cable prestress loss curve. At the same time, extract the displacement time history data of key parts of the project to obtain the deformation law of the soil and rock mass.
[0050] This invention provides a coupled analysis method for prestressed anchor cable anchorage force loss and soil creep. By systematically integrating key rock mass parameters (including instantaneous and hysteretic elastic modulus, viscosity coefficient, and crucial long-term strength) obtained from indoor rheological tests with the anchor cable's own design parameters, a reliable data foundation is established for accurate analysis, overcoming the shortcomings of incomplete parameter consideration in traditional methods. By constructing a stress-adaptive coupling model and deriving a relaxation equation describing the decay of anchor cable prestress over time, a mathematical description of the long-term mechanical behavior of the anchor cable-soil system is achieved for the first time within a unified framework, making the theoretical analysis more systematic and complete. Finally, numerical software is used for engineering simulation, directly outputting two key results: the anchor cable prestress loss law and the soil deformation law. This effectively links the analysis process from microscopic constitutive relations to macroscopic engineering response into an organic whole, significantly improving the accuracy and reliability of predicting the long-term safety performance of anchoring projects, and providing direct and quantitative decision-making basis for engineering design and safe operation and maintenance.
[0051] For example, the specific process and steps of deformation analysis using a coupled model in this invention are as follows: The core of this invention lies in the introduction of "long-term rock mass strength" s s The stress state adaptive switching mechanism with a threshold value enables the model to automatically select the applicable creep constitutive relation based on the real-time stress state of the rock mass element, thereby accurately simulating the entire process from stable creep to unstable failure.
[0052] Step 1: Obtain the key parameters required for the coupled model through indoor rheological tests: instantaneous elastic modulus of the rock mass. E H and hysteresis modulus E H viscosity coefficient or M and or K Long-term strength of rock mass s s (The core parameter used for "switch" determination).
[0053] Step 2: Determine anchor cable parameters: anchor cable elastic modulus E M Cross-sectional area, design prestress, etc.
[0054] Step 3: Construct a stress-adaptive coupling model: Construct a model as follows Figure 2 The coupled model shown in the figure represents an anchor cable that is equivalent to a Maxwell volume, and the soil mass that is equivalent to a mass of rock and soil. s s This is a composite model for switching. When the rock mass element stress... s < s s At that time, the generalized Kelvin model (based on the instantaneous elastic modulus of the rock mass) was adopted. E H Hysteresis modulus E K and viscosity coefficient or K Composition), simulating stable creep. When the rock mass element stress s ≥ s s When switching to the Burgers / Nishihara model (based on the instantaneous elastic modulus of the rock mass), E H Hysteresis modulus E K viscosity coefficient or M and or K(Composition), simulating unstable creep including an acceleration phase.
[0055] Step 4: Based on the constitutive relation of this composite model, derive the relaxation equation of the system when the rock mass element stress... s < s s When the relaxation equation is in the form of: (1.1); (1.2); (1.3); (1.4); (1.5); C1 and C2 are constants. C1 and C2 are determined based on the initial anchor tension monitoring values. e c For constant strain, r 1 and r 2 represents two eigenvalues. A and B For viscoelastic coupling coefficient and material damping coefficient.
[0056] When the rock mass element stress s ≥ s s At that time, its form is (1.6); r1, r2, and r3 are three eigenvalues, which are solutions to the following equation.
[0057] (1.7); (1.8); (1.9); (1.10); in, K 1. K 2 and K 3 is a constant. It is determined based on the initial stage anchor tension monitoring values. K 1. K 2 and K 3. A1, B1, and C1 are the inertial coupling coefficient, the comprehensive damping coefficient, and the comprehensive stiffness coefficient, respectively.
[0058] The relaxation equation describes the state under constant initial strain. e c The following describes the attenuation law of stress (i.e. anchor cable prestress) in the anchor cable-soil system with time t.
[0059] Step 5: Establish a numerical model of the engineering area using professional geotechnical engineering numerical software. Integrate the parameters and stress adaptive coupling model into the numerical software through a custom constitutive interface. Simulate the construction processes, including excavation, anchor installation, and prestressing tensioning, step by step. Perform long-term creep calculations. During the calculation process, the software automatically executes switch checks: it calculates the stress state of each geotechnical element in real time and correlates it with... s s The comparison allows for the dynamic invocation of the corresponding creep constitutive model for calculation.
[0060] Step 6: Extract the time history data of the axial force of the anchor cables from the numerical simulation results to obtain the prestress loss curve for each anchor cable. Extract the displacement time history curves of the engineering area (e.g., slope top, slope surface). Based on the prestress loss rate and displacement development rate, assess the long-term safety of the anchoring project.
[0061] It should be understood that the sequence number of each step in the above embodiments does not imply the order of execution. The execution order of each process should be determined by its function and internal logic, and should not constitute any limitation on the implementation process of the embodiments of the present invention.
[0062] The following are device embodiments of the present invention. For details not described in detail, please refer to the corresponding method embodiments described above.
[0063] Figure 4 A schematic diagram of a prestressed anchor cable anchorage force loss coupled with soil creep analysis device provided in an embodiment of the present invention is shown. The analysis device 200 includes a communication module 201 and a processing module 202.
[0064] The communication module 201 is used to obtain key rheological parameters of the rock and soil mass through indoor rheological tests and to determine the design parameters of the anchor cable. The key rheological parameters include the instantaneous elastic modulus, hysteretic elastic modulus, viscosity coefficient and long-term strength of the rock mass. The design parameters include the elastic modulus, cross-sectional area and design prestress of the anchor cable. The processing module 202 is used to construct a stress-adaptive coupling model based on the key rheological parameters and the anchor cable design parameters; based on the stress-adaptive coupling model, determine the relaxation equation for the decay law of anchor cable prestress over time under constant initial strain conditions; and perform engineering simulation and numerical analysis calculations based on the key rheological parameters, anchor cable design parameters, the adaptive coupling model, and the relaxation equation to obtain coupling analysis results; the coupling analysis results include anchor cable prestress loss and soil deformation law.
[0065] Figure 5This is a schematic diagram of the structure of an electronic device provided in an embodiment of the present invention. The electronic device 300 includes: a processor 301, a memory 302, and a computer program 303 stored in the memory 302 and executable on the processor 301. When the processor 301 executes the computer program 303, it implements the steps in the above-described method embodiments. Alternatively, when the processor 301 executes the computer program 303, it implements the functions of each module / unit in the above-described device embodiments.
[0066] For example, the computer program 303 may be divided into one or more modules / units, which are stored in the memory 302 and executed by the processor 301 to complete the present invention. The one or more modules / units may be a series of computer program instruction segments capable of performing a specific function, which describe the execution process of the computer program 303 in the electronic device 300.
[0067] The processor 301 may be a Central Processing Unit (CPU), or other general-purpose processors, digital signal processors (DSPs), application-specific integrated circuits (ASICs), field-programmable gate arrays (FPGAs), or other programmable logic devices, discrete gate or transistor logic devices, discrete hardware components, etc. A general-purpose processor may be a microprocessor or any conventional processor.
[0068] The memory 302 can be an internal storage unit of the electronic device 300, such as a hard disk or memory of the electronic device 300. The memory 302 can also be an external storage device of the electronic device 300, such as a plug-in hard disk, smart media card (SMC), secure digital card (SD), flash card, etc., equipped on the electronic device 300. Furthermore, the memory 302 can include both internal and external storage units of the electronic device 300. The memory 302 is used to store the computer program and other programs and data required by the terminal. The memory 302 can also be used to temporarily store data that has been output or will be output.
[0069] The above-described embodiments are only used to illustrate the technical solutions of the present invention, and are not intended to limit it. Although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art should understand that modifications can still be made to the technical solutions described in the foregoing embodiments, or equivalent substitutions can be made to some of the technical features. Such modifications or substitutions do not cause the essence of the corresponding technical solutions to deviate from the spirit and scope of the technical solutions of the embodiments of the present invention, and should all be included within the protection scope of the present invention.
Claims
1. A method for coupled analysis of prestressed anchor cable anchorage force loss and soil creep, characterized in that, include: Key rheological parameters of the rock and soil mass were obtained through indoor rheological tests, and the design parameters of the anchor cable were determined. The key rheological parameters include the instantaneous elastic modulus, hysteretic elastic modulus, viscosity coefficient, and long-term strength of the rock mass. The design parameters include the elastic modulus, cross-sectional area, and design prestress of the anchor cable. Based on the key rheological parameters and the design parameters of the anchor cable, a stress-adaptive coupling model is constructed. Based on the stress adaptive coupling model, the relaxation equation for the decay law of anchor cable prestress with time under constant initial strain condition is determined; Based on the key rheological parameters, anchor cable design parameters, the adaptive coupling model, and the relaxation equation, engineering simulation and numerical analysis calculations are performed to obtain coupling analysis results; the coupling analysis results include anchor cable prestress loss and soil deformation law.
2. The method for coupled analysis of prestressed anchor cable anchorage force loss and soil creep according to claim 1, characterized in that, The stress-adaptive coupling model constructed based on the key rheological parameters and anchor cable design parameters includes: Construct a Maxwell model that is equivalent to an anchor cable, consisting of elastic and viscous elements connected in series. A composite rheological model equivalent to rock and soil is constructed, with the long-term strength of the rock mass as the stress threshold switch. The execution logic for the stress threshold switch in the composite rheological model is configured. This execution logic includes: calculating the stress state of the soil and rock mass elements in real time; comparing the real-time stress with the long-term strength of the rock mass; controlling the composite rheological model to adopt a generalized Kelvin model when the real-time stress of the soil and rock mass elements is less than the long-term strength of the rock mass, to simulate the stable creep behavior of the soil and rock mass; and controlling the composite rheological model to switch to a Burgers model or a Nishihara model when the real-time stress of the soil and rock mass elements reaches or exceeds the long-term strength of the rock mass, to simulate the unstable creep behavior including isochronous creep and accelerated creep stages. Based on the Maxwell model, the composite rheological model, and the execution logic, a stress adaptive coupling model is constructed.
3. The method for coupled analysis of prestressed anchor cable anchorage force loss and soil creep according to claim 2, characterized in that, The relaxation equation for determining the decay law of anchor cable prestress over time under constant initial strain conditions based on the stress adaptive coupling model includes: Based on the stress adaptive coupling model, the real-time stress of each soil and rock mass unit is determined; When the real-time stress of the rock and soil unit is less than the long-term strength of the rock mass, the form of the relaxation equation is determined by the coupled derivation of the generalized Kelvin model and the Maxwell model. The solution of the relaxation equation is a function containing two exponentially decaying terms. The undetermined constants of the relaxation equation are determined by the monitoring value of the anchor cable tension in the initial stage. When the real-time stress of the rock and soil unit reaches or exceeds the long-term strength of the rock mass, the form of the relaxation equation is determined by the coupling derivation of the Burgers model or the Nishihara model with the Maxwell model. The solution of the relaxation equation is a function containing three exponentially decaying terms. The undetermined constants in the relaxation equation are determined by the monitoring value of the anchor cable tension in the initial stage.
4. The method for coupled analysis of prestressed anchor cable anchorage force loss and soil creep according to claim 1, characterized in that, Based on the key rheological parameters, anchor cable design parameters, the adaptive coupling model, and the relaxation equation, engineering simulation and numerical analysis calculations are performed to obtain coupling analysis results, including: A geomechanical model of the target engineering area was established using numerical analysis software. The key rheological parameters, anchor cable design parameters, stress adaptive coupling model, and relaxation equation are implanted into the geomechanical model through a user-defined constitutive model interface; In the numerical analysis software, the construction process of engineering excavation, anchor cable installation and prestressing tension are simulated in sequence, and long-term creep calculation is performed. The stress state of each soil and rock mass unit is judged in real time to obtain the calculation results. When the real-time stress of the soil and rock mass unit is less than the long-term strength of the rock mass, the generalized Kelvin model is called for calculation; when the real-time stress of the soil and rock mass unit reaches or exceeds the long-term strength of the rock mass, the Burgers model or the Nishihara model is called for calculation. The time history data of the axial force of the anchor cable is extracted from the calculation results to obtain the anchor cable prestress loss curve. At the same time, the displacement time history data of key parts of the project is extracted to obtain the deformation law of the soil and rock mass.
5. A device for coupled analysis of prestressed anchor cable anchorage force loss and soil creep, characterized in that, The analytical apparatus includes: The communication module is used to obtain key rheological parameters of the soil and rock mass through indoor rheological tests and to determine the design parameters of the anchor cable. The key rheological parameters include the instantaneous elastic modulus, hysteretic elastic modulus, viscosity coefficient, and long-term strength of the rock mass. The design parameters include the elastic modulus, cross-sectional area, and design prestress of the anchor cable. The processing module is used to construct a stress-adaptive coupling model based on the key rheological parameters and the anchor cable design parameters; based on the stress-adaptive coupling model, determine the relaxation equation for the decay law of anchor cable prestress over time under constant initial strain conditions; and perform engineering simulation and numerical analysis calculations based on the key rheological parameters, anchor cable design parameters, the adaptive coupling model, and the relaxation equation to obtain coupling analysis results; the coupling analysis results include anchor cable prestress loss and soil deformation law.
6. The method for coupled analysis of prestressed anchor cable anchorage force loss and soil creep according to claim 5, characterized in that, The processing module is specifically used to construct a Maxwell model, equivalent to an anchor cable, consisting of elastic and viscous elements connected in series; construct a composite rheological model, equivalent to a soil-rock mass, using the long-term strength of the rock mass as a stress threshold switch; configure the execution logic of the stress threshold switch in the composite rheological model, the execution logic including real-time calculation of the stress state of the soil-rock mass elements; compare the real-time stress with the long-term strength of the rock mass; when the real-time stress of the soil-rock mass elements is less than the long-term strength of the rock mass, control the composite rheological model to adopt a generalized Kelvin model to simulate the stable creep behavior of the soil-rock mass; when the real-time stress of the soil-rock mass elements reaches or exceeds the long-term strength of the rock mass, control the composite rheological model to switch to a Burgers model or a Nishihara model to simulate the unstable creep behavior including isochronous creep and accelerated creep stages; Based on the Maxwell model, the composite rheological model, and the execution logic, a stress adaptive coupling model is constructed.
7. The method for coupled analysis of prestressed anchor cable anchorage force loss and soil creep according to claim 6, characterized in that, The processing module is specifically used to determine the real-time stress of each soil and rock mass unit based on the stress adaptive coupling model. When the real-time stress of the soil and rock mass unit is less than the long-term strength of the rock mass, the form of the relaxation equation is determined by the coupling derivation of the generalized Kelvin model and the Maxwell model, and its solution is a function containing two exponential decay terms. The undetermined constants in the equation are determined by the monitoring value of the anchor cable tension in the initial stage. When the real-time stress of the soil and rock mass unit reaches or exceeds the long-term strength of the rock mass, the form of the relaxation equation is determined by the coupling derivation of the Burgers model or the Nishihara model and the Maxwell model, and its solution is a function containing three exponential decay terms. The undetermined constants in the equation are determined by the monitoring value of the anchor cable tension in the initial stage.
8. The method for coupled analysis of prestressed anchor cable anchorage force loss and soil creep according to claim 5, characterized in that, The processing module is specifically used to establish a geomechanical model of the target engineering area through numerical analysis software; and to embed the key rheological parameters, anchor cable design parameters, stress adaptive coupling model and relaxation equation into the geomechanical model through a user-defined constitutive model interface. In the numerical analysis software, the construction process of excavation, anchor installation, and prestressing tension is simulated sequentially. Long-term creep calculations are performed, and the stress state of each soil and rock mass unit is judged in real time to obtain the calculation results. Specifically, when the real-time stress of the soil and rock mass unit is less than the long-term strength of the rock mass, the generalized Kelvin model is called for calculation; when the real-time stress of the soil and rock mass unit reaches or exceeds the long-term strength of the rock mass, the Burgers model or the Nishihara model is called for calculation. The time history data of the axial force of the anchor cable is extracted from the calculation results to obtain the anchor cable prestress loss curve. At the same time, the displacement time history data of key parts of the project are extracted to obtain the deformation law of the soil and rock mass.
9. An electronic device comprising a memory and a processor, the memory storing a computer program, the processor being configured to invoke and execute the computer program stored in the memory to perform the method as claimed in any one of claims 1 to 4.
10. A computer-readable storage medium storing a computer program, characterized in that, When the computer program is executed by a processor, it implements the steps of the method as described in any one of claims 1 to 4 above.