A method and system for predicting the damage evolution of pile structures in soft soil foundations

Abstract

This invention relates to the field of pile structure damage evolution, and specifically to a method and system for predicting the damage evolution of pile structures in soft soil foundations. The method includes acquiring soft soil foundation survey information; determining a spiral groove design scheme based on the survey information, wherein the spiral groove is used to install an optical fiber composite cable; acquiring multi-physics field information based on the optical fiber composite cable, including data corresponding to mechanical, seepage, temperature, and chemical fields; acquiring construction record information; constructing an initial damage field based on the construction record information; and performing damage evolution analysis on the soft soil foundation pile structure based on the multi-physics field information and the initial damage field. This invention achieves damage evolution analysis of soft soil foundation pile structures by determining the spiral groove design through surveying, acquiring multi-physics field data using an optical fiber composite cable, and constructing an initial damage field in conjunction with construction records. It can improve the comprehensiveness and accuracy of data, quantify the impact of construction disturbances, and provide a scientific basis for the safety assessment and maintenance of soft soil foundation pile structures.

Description

Technical Field

[0001] This invention relates to the field of pile structure damage evolution, and more specifically, to a method and system for predicting the damage evolution of pile structures on soft soil foundations. Background Technology

[0002] In existing techniques for predicting the damage evolution of soft soil pile structures, the oversimplification of material constitutive relations has become a key bottleneck. Current models mostly use linear elasticity or ideal elastoplastic assumptions to describe the behavior of soft soil, seriously neglecting the unique nonlinear deformation, anisotropy, and rheological properties of soft soil, and failing to effectively integrate the cumulative plastic strain of soft soil under cyclic loading into the pile foundation response analysis system. Simultaneously, pile-soil interface damage models are coarse, and traditional Coulomb friction models cannot accurately characterize the complex processes such as progressive debonding and microcrack propagation between soft soil and the pile. Furthermore, most models only focus on soil-pile interactions under static loads, insufficiently considering the coupling effects of seepage, temperature, and chemical fields, and failing to reflect the softening of soft soil caused by groundwater level fluctuations. Regarding dynamic load response, fatigue damage accumulation models lack experimental verification and do not fully consider the accelerating effect of soft soil dynamic modulus decay on pile foundation damage, making it difficult for existing technologies to accurately predict the damage evolution process of soft soil pile structures. Summary of the Invention

[0003] The purpose of this invention is to provide a method and system for predicting the damage evolution of pile structures on soft soil foundations, so as to improve the above-mentioned problems.

[0004] To achieve the above objectives, the embodiments of this application provide the following technical solutions:

[0005] On the one hand, embodiments of this application provide a method for predicting the damage evolution of pile structures on soft soil foundations, the method comprising:

[0006] Obtain information on soft soil foundation investigation;

[0007] Based on the soft soil foundation survey information, a spiral trench design scheme is determined, and the spiral trench is used to install optical fiber composite cable;

[0008] Multi-physics information is obtained from the optical fiber composite cable, including data corresponding to mechanical field, seepage field, temperature field and chemical field.

[0009] Obtain construction record information;

[0010] An initial damage field is constructed based on the construction record information;

[0011] The damage evolution of the soft soil pile structure is performed based on the multiphysics information and the initial damage field.

[0012] Secondly, embodiments of this application provide a damage evolution prediction system for soft soil foundation pile structures, the system comprising:

[0013] The first acquisition module is used to acquire soft soil foundation exploration information;

[0014] The design module is used to determine the spiral trench design scheme based on the soft soil foundation investigation information, and the spiral trench is used to install optical fiber composite cable;

[0015] The second acquisition module is used to acquire multi-physics information based on the optical fiber composite cable. The multi-physics information includes data corresponding to mechanical field, seepage field, temperature field and chemical field.

[0016] The third acquisition module is used to acquire construction record information;

[0017] The first processing module is used to construct an initial damage field based on the construction record information;

[0018] The second processing module is used to perform damage evolution analysis on the soft soil pile structure based on the multiphysics information and the initial damage field.

[0019] Thirdly, embodiments of this application provide a device for predicting the damage evolution of soft soil foundation pile structures. The device includes a memory and a processor. The memory stores a computer program; the processor executes the computer program to implement the steps of the aforementioned method for predicting the damage evolution of soft soil foundation pile structures.

[0020] Fourthly, embodiments of this application provide a readable storage medium storing a computer program, which, when executed by a processor, implements the steps of the above-described method for predicting the damage evolution of soft soil foundation pile structures.

[0021] The beneficial effects of this invention are as follows:

[0022] This invention determines the spiral trench design scheme for installing fiber optic composite cables by acquiring soft soil foundation survey information, thereby obtaining multi-physics field information. Simultaneously, it combines construction records to construct an initial damage field for damage evolution analysis. This method improves data comprehensiveness and accuracy, quantifies the impact of construction disturbances, and integrates multi-physics field coupling effects with construction history to more accurately reflect the damage evolution process of soft soil foundation pile structures. This provides a scientific basis for their safety assessment and maintenance, and addresses the problems of simplified material constitutive models, coarse interface damage models, and insufficient consideration of multi-field coupling in existing technologies.

[0023] Other features and advantages of the invention will be set forth in the following description, and will be apparent in part from the description, or may be learned by practicing embodiments of the invention. The objects and other advantages of the invention may be realized and obtained by means of the structures particularly pointed out in the written description and the accompanying drawings. Attached Figure Description

[0024] To more clearly illustrate the technical solutions of the embodiments of the present invention, the accompanying drawings used in the embodiments will be briefly introduced below. It should be understood that the following drawings only show some embodiments of the present invention and should not be regarded as a limitation on the scope. For those skilled in the art, other related drawings can be obtained based on these drawings without creative effort.

[0025] Figure 1 This is a schematic diagram of the damage evolution prediction method for soft soil foundation pile structures described in this embodiment of the invention.

[0026] Figure 2 This is a schematic diagram of the damage evolution prediction system for soft soil foundation pile structures described in this embodiment of the invention.

[0027] Figure 3 This is a schematic diagram of the damage evolution prediction device for soft soil foundation pile structures described in this embodiment of the invention.

[0028] Figure 4 The test results are for a defect-free pile structure.

[0029] The diagram is labeled as follows: 800, Soft soil foundation pile structure damage evolution prediction device; 801, Processor; 802, Memory; 803, Multimedia component; 804, I / O interface; 805, Communication component; 901, First acquisition module; 902, Design module; 903, Second acquisition module; 904, Third acquisition module; 905, First processing module; 906, Second processing module. Detailed Implementation

[0030] To make the objectives, technical solutions, and advantages of the embodiments of the present invention clearer, the technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some, not all, of the embodiments of the present invention. The components of the embodiments of the present invention described and shown in the accompanying drawings can generally be arranged and designed in various different configurations. Therefore, the following detailed description of the embodiments of the present invention provided in the accompanying drawings is not intended to limit the scope of the claimed invention, but merely to illustrate selected embodiments of the invention. All other embodiments obtained by those skilled in the art based on the embodiments of the present invention without inventive effort are within the scope of protection of the present invention.

[0031] It should be noted that similar reference numerals and letters in the following figures indicate similar items; therefore, once an item is defined in one figure, it does not need to be further defined and explained in subsequent figures. Furthermore, in the description of this invention, terms such as "first," "second," etc., are used only to distinguish descriptions and should not be construed as indicating or implying relative importance.

[0032] Example 1:

[0033] This embodiment provides a method for predicting the damage evolution of pile structures in soft soil foundations. It can be understood that a scenario can be set up in this embodiment, such as a scenario for predicting the damage of pile structures set in soft soil foundations.

[0034] See Figure 1 The figure shows that the method includes steps S1, S2, S3, S4, S5, and S6, which specifically include:

[0035] Step S1: Obtain soft soil foundation investigation information;

[0036] Step S2: Determine the spiral trench design scheme based on the soft soil foundation survey information. The spiral trench is used to install optical fiber composite cable.

[0037] In this step, since it is necessary to lay fiber optic composite cables on the pile structure, the fiber optic composite cables are laid in the spiral grooves opened on the pile structure to collect data. This protects the fiber optic composite cables while improving the accuracy of data acquisition. It should be noted that the fiber optic composite cables integrate strain, temperature, micro-bending and fluorescence sensing units.

[0038] Step S2 further includes steps S21, S22, and S23, which specifically include:

[0039] Step S21: Based on the survey information, the soft soil foundation is layered to obtain the layered soft soil foundation;

[0040] In this step, a specific implementation method is as follows: Based on the exploration information, the changes in cone tip resistance and sidewall friction curves in the cone dynamic penetration test data are extracted to identify the upper 3-5 meter silt layer, the middle 8-12 meter silty clay layer, and the lower silty sand interlayer, thus obtaining the stratified soft soil foundation. Simultaneously, stress analysis is performed on each layer to determine the stress history of each soil layer. For overconsolidated soft soil layers, due to the high pressure experienced in the early stages, the soil has strong structure and relatively slow damage evolution, so the pitch can be appropriately increased. However, for underconsolidated layers, due to incomplete self-weight consolidation, the pile body will continuously generate additional stress, requiring appropriate densification of the pitch.

[0041] Step S22: Calculate the pitch of each soft soil layer in the stratified soft soil foundation to obtain the initial pitch information;

[0042] In this step, the calculation process for the initial pitch information is as follows:

[0043]

[0044] In the above formula, α represents the correction coefficient, which is determined according to the degree of disturbance to the soft soil caused by the construction process; β represents the sensor resolution coefficient; L2 represents the characteristic length, which is calculated as 2-5 times the pile diameter or the equivalent particle size of the soil. The ratio of elastic modulus between soft soil and pile is represented by E1, which is obtained from the survey report, and E2, which is determined based on the design strength grade of the pile concrete.

[0045] Step S23: Optimize the initial pitch information to obtain the pitch information.

[0046] In this step, after obtaining the initial pitch information, it needs to be verified and optimized through in-situ tests. Combined with feedback from actual engineering data, design deviations are corrected to ensure that the pitch design meets monitoring needs and construction requirements. The specific process is as follows: During the test pile stage, distributed fiber optic sensors are deployed according to different pitch schemes, with one scheme corresponding to the initial design pitch. After construction, graded loads are applied to the test piles, and pile strain data under different pitches are collected simultaneously. By comparing the strain curves, the effectiveness of different pitch schemes in monitoring pile deformation is analyzed. If the strain curve under a certain pitch scheme shows abrupt changes, missing data, or discontinuities, it indicates that the pitch may not accurately capture the pile deformation information, posing a risk of missing key areas. In this case, the pitch needs to be reduced. If the strain curves of different pitch schemes match well and can completely reflect the pile deformation trend, a larger pitch can be considered to reduce costs and construction difficulty while ensuring monitoring accuracy. For example, if the strain curve shows a sudden change in the middle of the pile at 5-7 meters when the initial design pitch is 1.2 meters, while the curve is smooth and continuous when the pitch is 0.8 meters, then the pitch in this area should be optimized to 0.8 meters.

[0047] In this embodiment, since soft soil foundations have high compressibility, rheological properties and uneven settlement characteristics, pile damage is usually unevenly distributed. By optimizing the pitch, it can be adapted to the nonlinear deformation characteristics of soft soil, avoid missing key damage areas caused by traditional uniform layout, and improve the accuracy of multi-physics field coupling monitoring.

[0048] Step S3: Obtain multi-physics information based on the optical fiber composite cable. The multi-physics information includes data corresponding to the mechanical field, seepage field, temperature field, and chemical field.

[0049] In this step, the multiphysics information includes mechanical field data collected by the strain sensing unit, seepage field data collected by the microbending sensing unit, temperature field data collected by the temperature sensing unit, and chemical field data collected by the fluorescence sensing unit.

[0050] Step S4: Obtain construction record information;

[0051] Step S5: Construct an initial damage field based on the construction record information;

[0052] Step S5 further includes steps S51, S52, and S53, which specifically include:

[0053] Step S51: Standardize the construction record information to obtain standardized construction data;

[0054] In this step, the standardization of construction record information is a technical solution well known to those skilled in the art, and therefore will not be elaborated here.

[0055] Step S52: Calculate the construction disturbance index based on the standardized construction data.

[0056] Step S52 further includes steps S521, S522, S523, and S524, which specifically include:

[0057] Step S521: Determine the key factors affecting construction disturbance based on the standardized construction data.

[0058] In this step, borehole deviation, concrete pouring pressure curve, and borehole cleaning quality score are considered as key factors affecting construction disturbance. It should be noted that key factors affecting construction disturbance include, but are not limited to, borehole deviation, concrete pouring pressure curve, and borehole cleaning quality score.

[0059] Step S522: Construct a judgment matrix based on the key factors affecting construction disturbance;

[0060] In this step, based on three factors—drill borehole deviation, concrete injection pressure curve, and borehole cleaning quality score—experts in geotechnical engineering and pile foundation construction are organized to assess the relative importance of each factor based on their extensive experience and expertise. A 1-9 scale is used to construct a judgment matrix. For example, if the influence of drill borehole deviation on pile stress is considered "significantly important" than injection pressure, a value of 5 is assigned to the corresponding position in the judgment matrix; if both are considered "equally important," a value of 1 is assigned. By having experts score each factor pairwise, a complete judgment matrix is ​​formed, thereby quantifying the relative importance of each factor.

[0061] Step S523: Determine the weight information corresponding to each key factor based on the judgment matrix;

[0062] For the constructed judgment matrix, the weight vector is calculated using the square root method. The specific process is as follows: First, calculate the product of the elements in each row of the judgment matrix, then take the nth root of the product (n is the matrix order, in this step n=3) to obtain a column vector. Then, normalize the column vector by dividing each element by the sum of all elements to finally obtain the weight vector of each factor.

[0063] Step S524: Calculate the construction disturbance index based on the weight information corresponding to each of the key factors.

[0064] In this step, fuzzy membership functions are established for three key factors: 1) Borehole deviation: An ascending semi-trapezoidal distribution is used to describe the relationship between borehole deviation and disturbance; the greater the deviation, the higher the membership degree. 2) Grouting pressure fluctuation: A normal distribution is used to characterize the abnormality of grouting pressure fluctuation; fluctuations exceeding the mean by ±20% are considered high disturbances. 3) Hole cleaning quality score: A descending semi-trapezoidal distribution is used to reflect the correlation between hole cleaning quality score and disturbance; the lower the score, the higher the membership degree. The construction disturbance index is obtained by multiplying the weight information corresponding to the key factors with the corresponding membership function values ​​and summing the results.

[0065] Understandably, when calculating the construction disturbance index, the strain change of the pile body can be measured by pre-embedded steel bar strain gauges, the axial force of the pile body can be calculated to obtain the internal force test results of the pile body, and the influence of the construction process on the distribution of internal force of the pile body can be analyzed based on the internal force test results of the pile body, so as to more accurately assess the initial impact of construction disturbance on pile structure damage.

[0066] Step S53: Construct an initial damage field based on the construction disturbance index.

[0067] In this embodiment, the qualitative description of construction defects is transformed into a quantitative construction disturbance index, ensuring that the model reflects the real working conditions from the initial stage of service and avoiding the accumulation of errors caused by neglecting construction disturbances in traditional methods.

[0068] It should be noted that before constructing the initial damage field, the integrity of the pile structure can be tested using the sonic projection method. If the test results indicate that the pile body is defect-free, then when constructing the initial damage field, the initial values ​​of internal defect-related parameters such as the crack density of the pile body should be set to zero or the minimum value. The test results of the defect-free pile structure using the sonic projection method are as follows: Figure 4 As shown, Figure 4 The pile corresponding to TP1 in the middle editor shows that the average sound velocity in different sections is higher than the critical sound velocity, which indicates that TP1 is defect-free.

[0069] Step S53 further includes steps S531, S532, S533, and S534, which specifically include:

[0070] Step S531: Obtain the first mapping relationship and the second mapping relationship. The first mapping relationship includes the mapping relationship between the construction disturbance index and the initial debonding rate of the pile-soil interface, and the second mapping relationship includes the mapping relationship between the construction disturbance index and the pile crack density.

[0071] In this step, the process of determining the first mapping relationship is as follows: 1. Establish a theoretical model: Based on the pile-soil interaction theory and the Mohr-Coulomb strength criterion in soil mechanics, construct a calculation model for the shear strength of the pile-soil interface; 2. Correlate the construction disturbance index and material parameters: Considering the influence of construction disturbance on the soil's cohesion and internal friction angle, introduce the cohesion reduction coefficient and the internal friction angle reduction coefficient, and establish their linear relationship with the construction disturbance index; 3. Fit the mapping relationship: Substitute the soft soil parameters and pile shear stress data to calculate the shear strength of the pile-soil interface when the construction disturbance index is 0 and 1, respectively. Through calculation and data fitting, the mapping relationship between the initial debonding rate of the pile-soil interface and the construction disturbance index is obtained, specifically:

[0072] ∈=0.15×K+0.05

[0073] In the above formula, ∈ represents the initial debonding rate of the pile-soil interface, and K represents the construction disturbance index. It should be noted that the principle for determining the second mapping relationship is the same as that for the first mapping relationship. The second mapping relationship is as follows:

[0074] ρ=ρ0·e 2k

[0075] In the above formula, ρ represents the pile crack density, ρ0 represents the pile crack density under no construction disturbance conditions, and K represents the construction disturbance index.

[0076] Step S532: Determine the initial debonding rate of the pile-soil interface based on the construction disturbance index and the first mapping relationship to obtain the first calculation result;

[0077] Step S533: Determine the pile crack density based on the construction disturbance index and the second mapping relationship to obtain the second calculation result;

[0078] Step S534: Construct an initial damage field based on the first calculation result and the second calculation result.

[0079] In this embodiment, the first and second mapping relationships quantify the disturbance during the construction phase into initial damage parameters of the pile-soil interface and the pile body. This allows the model to accurately reflect the actual working conditions in the initial stage of pile foundation service, avoiding prediction errors caused by ignoring construction disturbances. This lays a reliable foundation for subsequent damage evolution analysis. At the same time, the mapping relationships established based on theoretical derivation have a solid theoretical basis, starting from the mechanical and material damage mechanisms. They can more reasonably describe the intrinsic relationship between construction disturbances and pile foundation damage, improving the reliability and accuracy of the model's prediction of pile foundation structure damage evolution.

[0080] Step S6: Perform damage evolution on the soft soil foundation pile structure based on the multiphysics field information and the initial damage field.

[0081] Step S6 further includes steps S61, S62, S63, and S64, which specifically include:

[0082] Step S61: Obtain the seepage-mechanical coupling equation and the chemical-temperature coupling equation;

[0083] In this step, regarding the seepage-mechanical coupling, the pore water pressure diffusion equation and the soil deformation equation are combined based on Biot theory. Regarding the chemical-temperature coupling, the Arrhenius equation is introduced, and combined with Fick's law, the temperature parameters in the Arrhenius equation are determined based on the monitored temperature data, and the diffusion coefficient in Fick's law is set based on the corrosion ion concentration data to construct the chemical-temperature coupling equation.

[0084] Step S62: Construct a four-field coupling equation based on the seepage-mechanical coupling equation and the chemical-temperature coupling equation;

[0085] In this step, the four-field coupling equations are specifically as follows:

[0086]

[0087] In the above formula, σ represents the stress tensor. f represents the divergence of the stress tensor. i The volume force is represented by ρ, the soil density is represented by u. i This represents the acceleration due to displacement in the i-direction; C represents the rate of change of pore water pressure over time. v The diffusion coefficient represents the permeability coefficient. The Laplace operator represents the pore water pressure, α represents the Biot coefficient, and m v Indicates the volumetric compressibility coefficient of soil. This represents the rate of change of volumetric strain over time. Let D(T) represent the rate of change of ion concentration over time, D(T) represent the diffusion coefficient, v(u) represent the pore water seepage velocity, and C represent the ion concentration. This represents the diffusion term, describing the migration of ions due to a concentration gradient. Represents the convection term, describing the migration of ions carried by pore water seepage; R represents the chemical reaction source-sink term; c ‘ Indicates the specific heat capacity of soil. K represents the rate of temperature change. T Indicates the thermal conductivity coefficient. The term represents heat conduction, describing the diffusion of heat caused by a temperature gradient. Q represents the heat source, describing a chemical reaction or external heat input.

[0088] Step S63: Send the multiphysics information and the initial damage field to the four-field coupling equation for calculation to obtain a third calculation result, which includes the distribution data of each physical field;

[0089] In this step, real-time acquired multiphysics information is substituted into the four-field coupling equation to perform preliminary calculations on the seepage field, mechanical field, chemical field, and temperature field, thereby obtaining the distribution data of each field (seepage field, mechanical field, chemical field, and temperature field data), which is then passed to the next step for damage evolution modeling. For example, the parameters in the seepage equation are corrected based on the pore water pressure change, and the seepage field distribution is recalculated; based on temperature data and the Arrhenius equation, the ion migration rate is calculated, and the chemical field is updated accordingly.

[0090] Step S64: Send the third calculation result to the preset cross-scale damage evolution model to obtain damage evolution information.

[0091] In this embodiment, the establishment of four-field coupling equations aims to reveal the interaction mechanism among the seepage field, mechanical field, chemical field, and temperature field in the working environment of soft soil pile foundations. This provides a driving force for cross-scale damage evolution, enables multi-field dynamic response prediction, and ultimately provides a theoretical basis for engineering decision-making. The equations quantitatively describe the correlation between the field variables, clarifying the causes of damage; they utilize the distribution and changes of field variables calculated by the equations to simulate damage generation and development; based on the equations, they obtain the distribution data of each field to predict changes in pile foundation performance; and relying on accurate equation calculation results, they optimize pile foundation design, guide construction and maintenance, and reduce engineering risks and costs.

[0092] Step S64 further includes steps S641, S642, S643, and S644, which specifically include:

[0093] Step S641: Establish a first damage evolution equation based on the mechanical field data included in the third calculation result. The first damage evolution equation is used to evolve macroscopic damage.

[0094] In this step, the mechanical field data included in the third calculation result is input into the nonlocal damage theory model. Combined with the initial state of the macroscopic cracks in the initial damage field, the overall crack propagation process of the pile is described. By using the relationship between stress and damage variables, the crack propagation length and width over time are calculated.

[0095] Step S642: Establish a second damage evolution equation based on the seepage field data and mechanical field data included in the third calculation result. The second damage evolution equation is used to evolve mesoscale damage.

[0096] In this step, the seepage field data and mechanical field data included in the third calculation result are combined with the initial compaction of the mesoscopic soil in the initial damage field to simulate the formation of a local liquefaction zone in the soil around the pile using a DEM-FEM hybrid algorithm. Based on the changes in pore water pressure and stress, the contact state between soil particles is determined, and the extent and development trend of the liquefaction zone are identified.

[0097] Step S643: Establish a third damage evolution equation based on the chemical field data and temperature field data included in the third calculation result. The third damage evolution equation is used to evolve microscale damage.

[0098] In this step, based on the chemical and temperature field data included in the third calculation result, and combined with the initial strength of the interparticle cementation in the initial damage field, the influence of soft soil interparticle cementation failure on the interfacial friction coefficient is simulated using molecular dynamics. By simulating the chemical reaction between ions and the particle surface, the attenuation of cementation strength is calculated, thereby obtaining the change in the interfacial friction coefficient.

[0099] Step S644: Construct a preset cross-scale damage evolution model based on the first damage evolution equation, the second damage evolution equation, and the third damage evolution equation.

[0100] In this embodiment, the establishment of a cross-scale damage evolution model aims to analyze the damage mechanism of soft soil pile foundations from three dimensions: microscopic, mesoscopic, and macroscopic, revealing the cross-scale transmission law of material failure under multi-field coupling. Using molecular dynamics, a DEM-FEM hybrid algorithm, and nonlocal damage theory, the model simulates particle cementation failure, soil liquefaction zone formation, and pile crack propagation, quantifying damage parameters at different scales (such as interfacial friction coefficient, liquefaction range, and crack width). Its core objective is to connect the multi-field coupling environment with the structural failure process, transforming the microscopic damage mechanism into a macroscopic mechanical response. This provides multi-dimensional data support for assessing the degradation of pile foundation bearing capacity and predicting remaining life, while also providing a microscopic theoretical basis for engineering protection strategies (such as material corrosion-resistant design and soil improvement), thus enhancing the scientific rigor of pile foundation design and maintenance in complex environments.

[0101] Following step S6, steps S7, S8, S9, and S10 are further included, which specifically include:

[0102] Step S7: Obtain real-time traffic load spectrum information;

[0103] Step S8: Perform inverse Fourier transform on the real-time monitored traffic load spectrum information to obtain the time-domain traffic load sequence;

[0104] In this step, the inverse Fourier transform is performed on the real-time monitored traffic load spectrum (frequency domain signal, including the amplitude and phase of each frequency component) to convert it into a time-domain dynamic load sequence (such as the force-time curve when a wheel passes over a pile foundation), thus obtaining the load amplitude at discrete time points.

[0105] Step S9: Obtain the dynamic modulus decay curve of soft soil foundation. The dynamic modulus decay curve of soft soil foundation is used to describe the law of decay of the dynamic modulus of soft soil under dynamic load with factors such as loading conditions and soil state.

[0106] It should be noted that the process of obtaining the dynamic modulus decay curve of soft soil is as follows: Uncirculated soft soil samples are collected on-site, processed into standard specimens, and placed in a dynamic triaxial apparatus. Cyclic loads of different frequencies, amplitudes, and orders are applied, and the dynamic stress and strain responses of the specimens during the loading process are measured, thereby calculating the dynamic modulus. Tests are conducted multiple times under different loading conditions. The decay curve of the soft soil's dynamic modulus as a function of loading is plotted with the order of vibrations or strain amplitude as the abscissa and the ratio of the dynamic modulus to the initial dynamic modulus as the ordinate.

[0107] Step S10: Calculate the cumulative plastic deformation under cyclic loading based on the time-domain traffic load sequence, the damage evolution information, and the dynamic modulus decay curve of the soft soil foundation.

[0108] In this step, the time-domain dynamic load sequence is decomposed into a single cycle. The load is applied step-by-step within each cycle. For each load sub-step, the stress-strain field of the pile-soil system is calculated using the finite element method. This includes calculating the bending stress and deformation of the pile structure using elastic beam elements or solid elements. For the soft soil foundation, the dynamic strain of the soil is calculated using an elastoplastic constitutive model based on the current stress state and dynamic modulus, and the elastic strain and plastic strain are separated. For each cycle, the plastic strain of each load sub-step is accumulated in chronological order to obtain the plastic strain increment within that cycle. The above steps are repeated to accumulate the plastic strain increments for multiple consecutive cycles to obtain the total accumulated plastic strain.

[0109] In this embodiment, considering that in actual engineering, soft soil pile foundations will be subjected to dynamic loads such as traffic loads for a long time, and the damage evolution information only reflects the natural development of damage under multi-field coupling, without considering the additional effects brought by dynamic loads, this embodiment inputs the real-time traffic load spectrum into the model and combines it with damage evolution data to simulate the complex process of interaction between dynamic loads and damage. At the same time, by combining the dynamic modulus decay curve of soft soil, the influence of damage on the mechanical properties of soil and pile body is considered, and the cumulative plastic strain under cyclic load can be accurately calculated. This effectively solves the technical problem that the cumulative plastic strain of soft soil under cyclic load is not fully coupled into the pile foundation response model, and improves the accuracy of damage evolution of soft soil pile structures.

[0110] Example 2:

[0111] like Figure 2 As shown, this embodiment provides a damage evolution prediction system for soft soil foundation pile structures. The system includes a first acquisition module 901, a design module 902, a second acquisition module 903, a third acquisition module 904, a first processing module 905, and a second processing module 906, specifically including:

[0112] The first acquisition module 901 is used to acquire soft soil foundation exploration information;

[0113] Design module 902 is used to determine the spiral trench design scheme based on the soft soil foundation survey information, and the spiral trench is used to install optical fiber composite cable;

[0114] The second acquisition module 903 is used to acquire multi-physics information based on the optical fiber composite cable. The multi-physics information includes data corresponding to the mechanical field, seepage field, temperature field and chemical field.

[0115] The third acquisition module 904 is used to acquire construction record information;

[0116] The first processing module 905 is used to construct an initial damage field based on the construction record information;

[0117] The second processing module 906 is used to perform damage evolution on the soft soil pile structure based on the multiphysics information and the initial damage field.

[0118] In one specific embodiment of this disclosure, the design module includes a first processing unit, a second processing unit, and a third processing unit, specifically including:

[0119] The first processing unit is used to layer the soft soil foundation based on the survey information to obtain the layered soft soil foundation.

[0120] The second processing unit is used to calculate the pitch of each soft soil layer in the stratified soft soil foundation to obtain the initial pitch information.

[0121] The third processing unit is used to optimize the initial pitch information to obtain the pitch information.

[0122] In one specific embodiment of this disclosure, the first processing module includes a fourth processing unit, a fifth processing unit, and a sixth processing unit, specifically including:

[0123] The fourth processing unit is used to standardize the construction record information to obtain standardized construction data.

[0124] The fifth processing unit is used to calculate the construction disturbance index based on the standardized construction data.

[0125] The sixth processing unit is used to construct an initial damage field based on the construction disturbance index.

[0126] In one specific embodiment of this disclosure, the fifth processing unit includes a seventh processing unit, an eighth processing unit, a ninth processing unit, and a tenth processing unit, specifically comprising:

[0127] The seventh processing unit is used to determine the key factors affecting construction disturbance based on the standardized construction data.

[0128] The eighth processing unit is used to construct a judgment matrix based on the key factors affecting construction disturbance;

[0129] The ninth processing unit is used to determine the weight information corresponding to each key factor based on the judgment matrix;

[0130] The tenth processing unit is used to calculate the construction disturbance index based on the weight information corresponding to each of the key factors.

[0131] It should be noted that the specific methods by which each module performs operations in the system described in the above embodiments have been described in detail in the embodiments related to the method, and will not be elaborated here.

[0132] Example 3:

[0133] Corresponding to the above method embodiments, this embodiment also provides a device for predicting the damage evolution of soft soil pile structures. The device for predicting the damage evolution of soft soil pile structures described below and the method for predicting the damage evolution of soft soil pile structures described above can be referred to in correspondence.

[0134] Figure 3 This is a block diagram illustrating a damage evolution prediction device 800 for soft soil foundation pile structures according to an exemplary embodiment. Figure 3 As shown, the soft soil foundation pile structure damage evolution prediction device 800 may include: a processor 801 and a memory 802. The soft soil foundation pile structure damage evolution prediction device 800 may also include one or more of the following: a multimedia component 803, an I / O interface 804, and a communication component 805.

[0135] The processor 801 controls the overall operation of the soft soil pile structure damage evolution prediction device 800 to complete all or part of the steps in the aforementioned soft soil pile structure damage evolution prediction method. The memory 802 stores various types of data to support the operation of the soft soil pile structure damage evolution prediction device 800. This data may include, for example, instructions for any application or method operating on the soft soil pile structure damage evolution prediction device 800, as well as application-related data such as contact data, sent and received messages, images, audio, video, etc. The memory 802 can be implemented using any type of volatile or non-volatile storage device or a combination thereof, such as Static Random Access Memory (SRAM), Electrically Erasable Programmable Read-Only Memory (EEPROM), Erasable Programmable Read-Only Memory (EPROM), Programmable Read-Only Memory (PROM), Read-Only Memory (ROM), magnetic storage, flash memory, magnetic disk, or optical disk. The multimedia component 803 may include a screen and an audio component. The screen may be, for example, a touchscreen, and the audio component is used to output and / or input audio signals. For example, the audio component may include a microphone for receiving external audio signals. The received audio signals may be further stored in the memory 802 or transmitted via the communication component 805. The audio component also includes at least one speaker for outputting audio signals. I / O interface 804 provides an interface between processor 801 and other interface modules, such as a keyboard, mouse, and buttons. These buttons can be virtual or physical. Communication component 805 is used for wired or wireless communication between the soft soil pile structure damage evolution prediction device 800 and other devices. Wireless communication includes Wi-Fi, Bluetooth, Near Field Communication (NFC), 2G, 3G, or 4G, or a combination thereof. Therefore, the corresponding communication component 805 may include a Wi-Fi module, a Bluetooth module, and an NFC module.

[0136] In an exemplary embodiment, the soft soil foundation pile structure damage evolution prediction device 800 may be implemented by one or more application-specific integrated circuits (ASICs), digital signal processors (DSPs), digital signal processing devices (DSPDs), programmable logic devices (PLDs), field-programmable gate arrays (FPGAs), controllers, microcontrollers, microprocessors, or other electronic components to perform the aforementioned soft soil foundation pile structure damage evolution prediction method.

[0137] In another exemplary embodiment, a computer-readable storage medium including program instructions is also provided, which, when executed by a processor, implement the steps of the above-described method for predicting the damage evolution of soft soil pile structures. For example, the computer-readable storage medium may be the memory 802 including the program instructions, which may be executed by the processor 801 of the soft soil pile structure damage evolution prediction device 800 to complete the above-described method for predicting the damage evolution of soft soil pile structures.

[0138] Example 4:

[0139] Corresponding to the above method embodiments, this embodiment also provides a readable storage medium. The readable storage medium described below can be referred to in conjunction with the method for predicting the damage evolution of soft soil pile structures described above.

[0140] A readable storage medium storing a computer program, wherein when the computer program is executed by a processor, the steps of the method for predicting the damage evolution of soft soil foundation pile structures as described in the above method embodiments are implemented.

[0141] Specifically, the readable storage medium can be a USB flash drive, a portable hard drive, a read-only memory (ROM), a random access memory (RAM), a magnetic disk, or an optical disk, or any other readable storage medium capable of storing program code.

[0142] The above description is merely a preferred embodiment of the present invention and is not intended to limit the invention. Various modifications and variations can be made to the present invention by those skilled in the art. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the scope of protection of the present invention.

[0143] The above description is merely a specific embodiment of the present invention, but the scope of protection of the present invention is not limited thereto. Any variations or substitutions that can be easily conceived by those skilled in the art within the technical scope disclosed in the present invention should be included within the scope of protection of the present invention. Therefore, the scope of protection of the present invention should be determined by the scope of the claims.

Claims

1. A method for predicting the damage evolution of a pile structure in soft soil foundation, characterized in that, The method comprises the following steps: obtaining soft soil foundation survey information; determining a spiral groove design scheme according to the soft soil foundation survey information, the spiral groove being used for installing an optical fiber composite cable; obtaining multi-physical field information according to the optical fiber composite cable, the multi-physical field information comprising data corresponding to a mechanical field, a seepage field, a temperature field and a chemical field; obtaining construction record information; constructing an initial damage field according to the construction record information; carrying out damage evolution on a soft soil foundation pile structure according to the multi-physical field information and the initial damage field; wherein constructing the initial damage field according to the construction record information comprises: standardizing the construction record information to obtain standardized construction data; calculating a construction disturbance index according to the standardized construction data; constructing the initial damage field according to the construction disturbance index.

2. The method according to claim 1, wherein determining the spiral groove design scheme according to the soft soil foundation survey information comprises: layering the soft soil foundation based on the survey information to obtain a layered soft soil foundation; calculating a corresponding pitch of each layer of soft soil set in the layered soft soil foundation to obtain initial pitch information; optimizing the initial pitch information to obtain pitch information.

3. The method according to claim 1, wherein calculating the construction disturbance index according to the standardized construction data comprises: determining key factors affecting construction disturbance according to the standardized construction data; constructing a judgment matrix according to the key factors affecting construction disturbance; determining weight information corresponding to each key factor according to the judgment matrix; calculating the construction disturbance index according to the weight information corresponding to each key factor.

4. The method according to claim 1, wherein constructing the initial damage field according to the construction disturbance index comprises: obtaining a first mapping relationship and a second mapping relationship, the first mapping relationship comprising a mapping relationship between the construction disturbance index and an initial debonding rate of a pile-soil interface, and the second mapping relationship comprising a mapping relationship between the construction disturbance index and a crack density of a pile body; determining the initial debonding rate of the pile-soil interface according to the construction disturbance index and the first mapping relationship to obtain a first calculation result; determining the crack density of the pile body according to the construction disturbance index and the second mapping relationship to obtain a second calculation result; constructing the initial damage field according to the first calculation result and the second calculation result.

5. The method according to claim 1, wherein carrying out damage evolution on the soft soil foundation pile structure according to the multi-physical field information and the initial damage field comprises: obtaining a seepage-mechanics coupling equation and a chemical-temperature coupling equation; constructing a four-field coupling equation based on the seepage-mechanics coupling equation and the chemical-temperature coupling equation; sending the multi-physical field information and the initial damage field to the four-field coupling equation calculation to obtain a third calculation result, the third calculation result comprising distribution data of each physical field; sending the third calculation result to a preset cross-scale damage evolution model to obtain damage evolution information. 6.A soft soil foundation pile structure damage evolution prediction system, characterized in that, The method comprises the following steps: a first obtaining module is configured to obtain soft soil foundation survey information; a design module is configured to determine a spiral groove design scheme according to the soft soil foundation survey information, the spiral groove being used for installing an optical fiber composite cable; A second acquisition module is configured to acquire multi-physical field information from the fiber optic cable, wherein the multi-physical field information includes data corresponding to mechanical field, seepage field, temperature field and chemical field; A third acquisition module is configured to acquire construction record information; A first processing module is configured to construct an initial damage field according to the construction record information; A second processing module is configured to perform damage evolution on the soft soil foundation pile structure according to the multi-physical field information and the initial damage field; The first processing module includes: A fourth processing unit is configured to perform standardization processing on the construction record information to obtain standardized construction data; A fifth processing unit is configured to calculate a construction disturbance index according to the standardized construction data; A sixth processing unit is configured to construct an initial damage field according to the construction disturbance index.

7. The soft soil pile foundation structure damage evolution prediction system according to claim 6, characterized in that, The design module includes: A first processing unit is configured to divide the soft soil foundation into layers based on the survey information to obtain the layered soft soil foundation; A second processing unit is configured to calculate the pitch of each layer of soft soil set in the layered soft soil foundation to obtain initial pitch information; A third processing unit is configured to optimize the initial pitch information to obtain pitch information.

8. The soft soil pile foundation structure damage evolution prediction system according to claim 6, characterized in that, The fifth processing unit includes: A seventh processing unit is configured to determine key factors affecting construction disturbance according to the standardized construction data; An eighth processing unit is configured to construct a judgment matrix according to the key factors affecting construction disturbance; A ninth processing unit is configured to determine weight information corresponding to each key factor according to the judgment matrix; A tenth processing unit is configured to calculate a construction disturbance index according to the weight information corresponding to each key factor.

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