Soft soil foundation pile structure damage evolution prediction method and system

Abstract

The invention relates to the field of pile structure damage evolution, in particular to a soft soil foundation pile structure damage evolution prediction method and system, and the method comprises the steps: obtaining soft soil foundation investigation information; determining a spiral groove design scheme according to the soft soil foundation investigation information, wherein a spiral groove is used for installing an optical fiber composite cable; acquiring multi-physical field information according to the optical fiber composite cable, wherein the multi-physical field information comprises 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; according to the method, the spiral groove design is determined through investigation, the optical fiber composite cable is used for obtaining the multi-physics field data, the initial damage field is constructed in combination with construction records, and damage evolution analysis on the soft soil foundation pile structure is achieved. The data comprehensiveness and accuracy can be improved, the construction disturbance influence is quantified, and a scientific basis is provided for safety assessment and maintenance of the soft soil foundation pile structure.

Description

Technical Field

[0001] The present invention relates to the field of pile structure damage evolution, and in particular to a method and system for predicting damage evolution of soft soil foundation pile structures. Background Art

[0002] In existing damage evolution prediction technologies for soft soil pile structures, the oversimplification of material constitutive relations has become a key bottleneck. Current models often use linear elastic or ideal elastoplastic assumptions to describe soft soil behavior, severely neglecting the unique nonlinear deformation, anisotropic characteristics, and rheological properties of soft soil. This failure effectively incorporates the accumulated plastic strain of soft soil under cyclic loading into the pile foundation response analysis system. Furthermore, the pile-soil interface damage model is crude, and the traditional Coulomb friction model cannot accurately characterize complex processes such as progressive debonding and microcrack propagation between the soft soil and the pile body. Furthermore, most models focus only on soil-pile interactions under static loading, insufficiently considering the coupling effects of seepage, temperature, and chemical fields, and unable to reflect the softening of soft soil strength caused by groundwater level fluctuations. Regarding dynamic load response, fatigue damage accumulation models lack experimental validation and fail to fully consider the accelerating effect of the attenuation of the soft soil dynamic modulus on pile foundation damage, making it difficult for existing technologies to accurately predict the damage evolution of soft soil pile structures. Summary of the Invention

[0003] The purpose of the present invention is to provide a method and system for predicting the damage evolution of soft soil foundation pile structures to improve the above-mentioned problems.

[0004] In order to achieve the above objectives, the embodiments of the present application provide the following technical solutions:

[0005] In one aspect, an embodiment of the present application provides a method for predicting damage evolution of a soft soil foundation pile structure, the method comprising:

[0006] Obtain soft soil foundation survey information;

[0007] Determining a spiral groove design scheme based on the soft soil foundation survey information, wherein the spiral groove is used to install the optical fiber composite cable;

[0008] Acquiring multi-physical field information according to the optical fiber composite cable, wherein the multi-physical field information includes data corresponding to a mechanical field, a seepage field, a temperature field, and a chemical field;

[0009] Obtain construction record information;

[0010] constructing an initial damage field according to the construction record information;

[0011] The damage evolution of the soft soil foundation pile structure is performed according to the multi-physical field information and the initial damage field.

[0012] In a second aspect, an embodiment of the present application provides a system for predicting damage evolution of soft soil foundation pile structures, the system comprising:

[0013] The first acquisition module is used to obtain soft soil foundation survey information;

[0014] a design module for determining a design scheme for a spiral groove based on the soft soil foundation survey information, wherein the spiral groove is used for installing the optical fiber composite cable;

[0015] A second acquisition module is used to acquire multi-physical field information based on the optical fiber composite cable, wherein the multi-physical field information includes data corresponding to a mechanical field, a seepage field, a temperature field, and a chemical field;

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

[0017] A first processing module is used to construct an initial damage field according to the construction record information;

[0018] The second processing module is used to perform damage evolution on the soft soil foundation pile structure according to the multi-physical field information and the initial damage field.

[0019] In a third aspect, embodiments of the present application provide a device for predicting the damage evolution of a soft soil foundation pile structure, the device comprising a memory and a processor. The memory is configured to store a computer program; the processor is configured to implement the steps of the above-described method for predicting the damage evolution of a soft soil foundation pile structure when executing the computer program.

[0020] In a fourth aspect, an embodiment of the present application provides a readable storage medium having a computer program stored thereon, and when the computer program is executed by a processor, the steps of the above-mentioned method for predicting damage evolution of soft soil foundation pile structures are implemented.

[0021] The beneficial effects of the present invention are:

[0022] This method uses soft soil foundation survey information to determine the spiral groove design for installing fiber-optic composite cables, thereby acquiring multi-physics field information. This information is then combined with 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, providing a scientific basis for their safety assessment and maintenance. This method improves existing techniques, which address issues such as simplified material constitutive models, crude interface damage models, and insufficient consideration of multi-field coupling.

[0023] Other features and advantages of the present invention will be described in the following description, and in part will become apparent from the description, or understood by practicing the embodiments of the present invention. The purposes and other advantages of the present invention can be realized and obtained by the structures particularly pointed out in the written description and the accompanying drawings. BRIEF DESCRIPTION OF THE DRAWINGS

[0024] In order to more clearly illustrate the technical solutions of the embodiments of the present invention, the following briefly introduces the drawings required for use in the embodiments. It should be understood that the following drawings only illustrate certain embodiments of the present invention and therefore should not be regarded as limiting the scope. For ordinary technicians in this field, other relevant drawings can be obtained based on these drawings without paying any creative work.

[0025] Figure 1 Schematic diagram of the process of predicting damage evolution of soft soil foundation pile structure according to an embodiment of the present invention.

[0026] Figure 2 Schematic diagram of the structure of the soft soil foundation pile structure damage evolution prediction system described in an embodiment of the present invention.

[0027] Figure 3 Schematic diagram of the structure of the soft soil foundation pile structure damage evolution prediction device described in an embodiment of the present invention.

[0028] Figure 4 This is the test result of the pile structure without defects.

[0029] Labels in the figure: 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 DESCRIPTION

[0030] In order to make the purpose, technical solutions and advantages of the embodiments of the present invention clearer, the technical solutions in the embodiments of the present invention will be clearly and completely described below in conjunction with the drawings in the embodiments of the present invention. Obviously, the described embodiments are part of the embodiments of the present invention, not all of the embodiments. The components of the embodiments of the present invention generally described and shown in the drawings herein can be arranged and designed in various different configurations. Therefore, the following detailed description of the embodiments of the present invention provided in the drawings is not intended to limit the scope of the claimed invention, but merely represents selected embodiments of the present invention. Based on the embodiments of the present invention, all other embodiments obtained by ordinary technicians in this field without making creative work are within the scope of protection of the present invention.

[0031] It should be noted that similar reference numerals and letters represent similar items in the following drawings. Therefore, once an item is defined in one drawing, it does not need to be further defined or explained in subsequent drawings. At the same time, in the description of the present invention, the terms "first", "second", etc. are used only to distinguish the description and should not be understood as indicating or implying relative importance.

[0032] Example 1:

[0033] This embodiment provides a method for predicting damage evolution of a pile structure in a soft soil foundation. It can be understood that in this embodiment, a scenario can be laid out, for example: a scenario of predicting damage to a pile structure set in a soft soil foundation.

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

[0035] Step S1, obtaining soft soil foundation survey information;

[0036] Step S2: determining a spiral groove design scheme based on the soft soil foundation survey information, wherein the spiral groove is used to install the optical fiber composite cable;

[0037] In this step, since the optical fiber composite cable needs to be laid on the pile structure, a spiral groove is opened on the pile structure and the optical fiber composite cable is laid in the spiral groove to collect data, thereby protecting the optical fiber composite cable and improving the accuracy of data collection. It should be noted that the optical fiber composite cable integrates strain, temperature, microbend and fluorescence sensing units.

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

[0039] Step S21: stratifying the soft soil foundation based on the survey information to obtain a stratified soft soil foundation;

[0040] In this step, a specific implementation involves extracting the changes in the cone tip resistance and sidewall friction resistance curves from the cone dynamic penetration data based on the survey information, identifying the upper 3-5 meter silt layer, the middle 8-12 meter silty clay layer, and the lower silt sand interlayer, and obtaining a layered 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, since the soil has previously experienced high pressure and has strong structural properties, damage evolution is relatively slow, and the screw pitch can be appropriately increased. However, in underconsolidated layers, due to incomplete self-weight consolidation, the pile body will continue to generate additional stress, requiring an appropriate increase in the screw pitch.

[0041] Step S22, calculating the screw pitch corresponding to each soft soil set in the stratified soft soil foundation to obtain initial screw pitch information;

[0042] In this step, the calculation process of the initial pitch information is:

[0043]

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

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

[0046] In this step, after obtaining the initial pitch information, it needs to be verified and optimized through in-situ testing. Combined with actual project data feedback, design deviations are corrected to ensure that the pitch design meets monitoring needs and construction requirements. The specific process is as follows: During the trial pile stage, distributed fiber optic sensors are deployed according to different pitch schemes, and one of the schemes corresponds to the pitch of the preliminary design value. After construction is completed, graded loads are applied to the test piles, and pile body strain data at different pitches are simultaneously collected. By comparing the strain curves, the effect of different pitch schemes on pile body deformation monitoring is analyzed. If the strain curve under a certain pitch scheme shows a sudden change point, missing data, or discontinuity, it indicates that the pitch may not be able to accurately capture the deformation information of the pile body, and there is 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 fully reflect the deformation trend of the pile body, a larger pitch can be considered to ensure monitoring accuracy while reducing costs and construction difficulty. For example, when the preliminary design value is 1.2 meters for the pitch scheme, the strain curve shows a sudden change at 5-7 meters in the middle of the pile body, while the curve is smooth and continuous under the 0.8-meter pitch scheme, then the pitch in this area is optimized to 0.8 meters.

[0047] In this embodiment, due to the high compressibility, rheological properties and uneven settlement characteristics of the soft soil foundation, the pile body damage is usually unevenly distributed. By optimizing the pitch, it is possible to adapt to the nonlinear deformation characteristics of the soft soil, avoid missing key damaged areas caused by traditional uniform layout, and improve the accuracy of multi-physical field coupling monitoring.

[0048] Step S3, obtaining multi-physical field information according to the optical fiber composite cable, wherein the multi-physical field information includes data corresponding to a mechanical field, a seepage field, a temperature field, and a chemical field;

[0049] In this step, the multi-physical field information includes mechanical field data collected by the strain sensing unit, seepage field data collected by the microbend 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: constructing an initial damage field according to 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, standardization of the construction record information is a technical solution well known to those skilled in the art, and will not be described in detail here.

[0055] Step S52: calculating a construction disturbance index based on the standardized construction data;

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

[0057] Step S521: determining key factors affecting construction disturbances based on the standardized construction data;

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

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

[0060] In this step, experts from fields such as geotechnical engineering and pile foundation construction were organized to evaluate the relative importance of each factor based on their extensive experience and expertise: borehole deflection, concrete pouring pressure curve, and hole cleaning quality score. A judgment matrix was constructed using a 1-9 scale. For example, if the effect of borehole deflection on pile stress is considered "significantly more important" than pouring pressure, a value of 5 was assigned to the corresponding position in the judgment matrix; if both were "equally important," a value of 1 was assigned. Experts compared and scored each factor pairwise to form a complete judgment matrix, which quantified the relative importance of each factor.

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

[0062] The constructed judgment matrix is ​​used to calculate the weight vector using the square root method. The specific process is: first calculate the product of the elements in each row of the judgment matrix, then take the nth root of this product (n is the matrix order, n = 3 in this step) to obtain a column vector. This column vector is then normalized, that is, each element is divided by the sum of all elements, to finally obtain the weight vector of each factor.

[0063] Step S524: Calculate the construction disturbance index according to the weight information corresponding to each key factor.

[0064] In this step, fuzzy membership functions are established for three key factors: Borehole deflection: An ascending semi-trapezoidal distribution is used to describe the relationship between borehole deflection and disturbance; greater deflection indicates a higher membership; Injection pressure fluctuation: A normal distribution is used to characterize the degree of abnormality in injection pressure fluctuation; fluctuations exceeding ±20% of the mean are considered high disturbance; and Borehole cleaning quality score: A descending semi-trapezoidal distribution is used to reflect the relationship between the borehole cleaning quality score and disturbance; lower scores indicate higher membership. The construction disturbance index is obtained by multiplying the weights of the key factors with the corresponding membership function values ​​and adding them together.

[0065] It is understandable that when calculating the construction disturbance index, the strain change of the pile body can be measured by the embedded steel bar strain gauge, and the axial force of the pile body can be calculated to obtain the pile body internal force test results. Based on the pile body internal force test results, the impact of the construction process on the internal force distribution of the pile body can be analyzed, thereby more accurately evaluating the initial impact of the construction disturbance on the damage to the pile structure.

[0066] Step S53: constructing an initial damage field according to the construction disturbance index.

[0067] In this embodiment, the qualitative description of construction defects is converted into a quantitative construction disturbance index to ensure that the model reflects the actual working conditions from the initial service stage, avoiding the error accumulation caused by ignoring construction disturbances in traditional methods.

[0068] It should be noted that the integrity of the pile body structure can be tested by the acoustic projection method before constructing the initial damage field. If the test results show that the pile body has no defects, the initial values ​​of the internal defect related parameters such as the pile body crack density are set to zero or the minimum value when constructing the initial damage field. The test results of the defect-free pile body structure using the acoustic projection method are as follows: Figure 4 As shown, Figure 4 For the pile with pile number TP1, the average sound velocity in different sections is higher than the critical sound velocity, which indicates that TP1 has no defects.

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

[0070] Step S531: Acquire a first mapping relationship and a second mapping relationship, wherein the first mapping relationship includes a mapping relationship between a construction disturbance index and an initial debonding rate of a pile-soil interface, and the second mapping relationship includes a mapping relationship between a construction disturbance index and a crack density of a pile body;

[0071] In this step, the process of determining the first mapping relationship is as follows: 1. Establishing a theoretical model: Based on the pile-soil interaction theory and the Mohr-Coulomb strength criterion in soil mechanics, a calculation model for the shear strength of the pile-soil interface is constructed; 2. Correlating the construction disturbance index and material parameters: Considering the influence of construction disturbance on the cohesion and internal friction angle of the soil, the cohesion reduction coefficient and the internal friction angle reduction coefficient are introduced, and a linear relationship between them and the construction disturbance index is established; 3. Fitting the mapping relationship: Substituting the soft soil parameters and the pile body shear stress data, the shear strength of the pile-soil interface is calculated when the construction disturbance index is 0 and the construction disturbance index is 1. 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, which is 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 of determining the second mapping relationship is the same as that of the first mapping relationship. The second mapping relationship is specifically:

[0074] ρ=ρ0·e 2k

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

[0076] Step S532: determining an 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;

[0077] Step S533: determining the pile crack density according to the construction disturbance index and the second mapping relationship to obtain a second calculation result;

[0078] Step S534: construct an initial damage field according to the first calculation result and the second calculation result.

[0079] In this embodiment, the first mapping relationship and the second mapping relationship quantify the disturbance conditions during the construction phase into initial damage parameters of the pile-soil interface and the pile body, so that the model can accurately reflect the actual working conditions in the initial stage of pile foundation service, avoid prediction errors caused by ignoring construction disturbances, and lay a solid foundation for subsequent damage evolution analysis. At the same time, the mapping relationship established based on theoretical derivation has a solid theoretical basis based on mechanics and material damage mechanisms, and can more reasonably describe the intrinsic connection between construction disturbances and pile foundation damage, thereby improving the reliability and accuracy of the model's prediction of pile foundation structure damage evolution.

[0080] Step S6: performing damage evolution on the soft soil foundation pile structure according to the multi-physical field information and the initial damage field.

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

[0082] Step S61, obtaining the seepage-mechanical coupling equation and the chemical-temperature coupling equation;

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

[0084] Step S62: constructing 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:

[0086]

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

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

[0089] In this step, the multi-physics field information collected in real time is substituted into the four-field coupling equations, and preliminary calculations are performed on the seepage, mechanical, chemical, and temperature fields. This yields distribution data for each field (seepage, mechanical, chemical, and temperature fields), which is then passed on to the next step for damage evolution modeling. For example, the parameters in the seepage equation are modified based on changes in pore water pressure, and the seepage field distribution is recalculated. Ion migration rates are calculated based on temperature data and the Arrhenius equation, which then updates the chemical field.

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

[0091] In this example, the four-field coupling equations are established to reveal the interaction mechanisms among the seepage, mechanical, chemical, and temperature fields in the soft soil pile foundation operating environment. 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 variables in each field and clarify the cause of damage. The distribution and changes of the field variables calculated by the equations are used to simulate the generation and development of damage. The equations are used to obtain distribution data for each field and predict changes in pile foundation performance. Accurate calculations from the equations optimize pile foundation design, guide construction and maintenance, and reduce engineering risks and costs.

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

[0093] Step S641: establishing a first damage evolution equation based on the mechanical field data included in the third calculation result, wherein 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 macroscopic crack state in the initial damage field, the crack propagation process throughout the pile shaft is described. The relationship between stress and damage variables is used to calculate the crack's length and width over time.

[0095] Step S642: establishing a second damage evolution equation based on the seepage field data and the mechanical field data included in the third calculation result, wherein the second damage evolution equation is used to evolve mesoscopic scale damage;

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

[0097] Step S643: establishing a third damage evolution equation based on the chemical field data and the temperature field data included in the third calculation result, wherein 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 results and the initial strength of the microscopic interparticle bonds from the initial damage field, a molecular dynamics simulation is performed to simulate the effect of interparticle bond failure on the interfacial friction coefficient. By simulating the chemical reaction between ions and the particle surface, the decay of the bond strength is calculated, and the change in the interfacial friction coefficient is then derived.

[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 foundation from three dimensions: microscopic, mesoscopic and macroscopic, and to reveal the cross-scale transmission law of material damage under multi-field coupling. Through molecular dynamics, DEM-FEM hybrid algorithm and non-local damage theory, the particle cementation failure, soil liquefaction zone formation and pile crack expansion are simulated respectively, and the damage parameters of different scales (such as interface friction coefficient, liquefaction range, crack width) are quantified. Its core goal is to connect the multi-field coupling environment with the structural failure process, and transform the microscopic damage mechanism into a macroscopic mechanical response, so as to provide multi-dimensional data support for evaluating the decline of pile foundation bearing performance and predicting the remaining life. At the same time, it provides a microscopic theoretical basis for engineering protection strategies (such as material corrosion resistance design and soil improvement), and improves the scientific nature of pile foundation design and maintenance in complex environments.

[0101] After step S6, the method further includes steps S7, S8, S9 and S10, which specifically include:

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

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

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

[0105] Step S9: obtaining a soft soil foundation dynamic modulus attenuation curve, wherein the soft soil foundation dynamic modulus attenuation curve is used to describe the law of dynamic modulus attenuation of soft soil under dynamic load with factors such as loading conditions and soil state;

[0106] It should be noted that the dynamic modulus decay curve for soft soil foundations is obtained by collecting undisturbed soft soil samples on-site, processing them into standard specimens, and then placing them in a dynamic triaxial apparatus. Cyclic loads of varying frequencies, amplitudes, and oscillations are applied, and the dynamic stress and strain responses of the specimens during loading are measured, from which the dynamic modulus is calculated. The dynamic modulus decay curve for the soft soil foundation is plotted using the oscillation frequency or strain amplitude as the horizontal axis and the ratio of the dynamic modulus to the initial dynamic modulus as the vertical axis.

[0107] Step S10: Calculating the cumulative plastic deformation under cyclic loading according to the time-domain traffic load sequence, the damage evolution information, and the soft soil foundation dynamic modulus attenuation curve.

[0108] In this step, the time-domain dynamic load sequence is decomposed into single cycles, and the load in each cycle is loaded step by step. For each load sub-step, the finite element method is used to calculate the stress-strain field of the pile-soil system, including the calculation of the bending stress and deformation of the pile structure through elastic beam elements or solid elements; the soft soil foundation uses the elastic-plastic constitutive model to calculate the dynamic strain of the soil and separate the elastic strain and plastic strain according to the current stress state and dynamic modulus; for each cycle, the plastic strain of each load sub-step is accumulated in chronological order to obtain the plastic strain increment within the cycle; the above steps are repeated to accumulate the plastic strain increments of 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, the damage evolution information only reflects the natural development of damage under multi-field coupling, and does not consider the additional impact of dynamic loads. Therefore, in this embodiment, the real-time traffic load spectrum is input into the model and combined with the damage evolution data to simulate the complex process of interaction between dynamic load and damage. At the same time, combined with the soft soil dynamic modulus attenuation curve, the impact of damage on the mechanical properties of the soil and pile body is considered, and the cumulative plastic strain under cyclic loading can be accurately calculated. This effectively solves the technical problem that the cumulative plastic strain of soft soil under cyclic loading is not fully coupled to the pile foundation response model, thereby improving the accuracy of damage evolution of soft soil foundation 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 comprising 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, which specifically include:

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

[0113] A design module 902 is configured to determine a design scheme for a spiral groove based on the soft soil foundation survey information, wherein the spiral groove is used to install the optical fiber composite cable;

[0114] A second acquisition module 903 is configured to acquire multi-physical field information based on the optical fiber composite cable, wherein the multi-physical field information includes data corresponding to a mechanical field, a seepage field, a temperature field, and a chemical field;

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

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

[0117] The second processing module 906 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.

[0118] In a specific embodiment of the present disclosure, the design module includes a first processing unit, a second processing unit, and a third processing unit, which specifically include:

[0119] A first processing unit is configured to stratify the soft soil foundation based on the survey information to obtain a stratified soft soil foundation;

[0120] The second processing unit is used to calculate the screw pitch corresponding to each soft soil set in the stratified soft soil foundation to obtain initial screw pitch information;

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

[0122] In a specific embodiment of the present disclosure, the first processing module includes a fourth processing unit, a fifth processing unit, and a sixth processing unit, which specifically include:

[0123] a fourth processing unit, configured to perform standardization processing on the construction record information to obtain standardized construction data;

[0124] a fifth processing unit, configured to calculate a construction disturbance index based on the standardized construction data;

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

[0126] In a specific embodiment of the present disclosure, the fifth processing unit includes a seventh processing unit, an eighth processing unit, a ninth processing unit, and a tenth processing unit, which specifically include:

[0127] a seventh processing unit, configured to determine key factors affecting construction disturbances based on the standardized construction data;

[0128] an eighth processing unit, configured to construct a judgment matrix according to the key factors affecting the construction disturbance;

[0129] a ninth processing unit, configured to determine weight information corresponding to each key factor according to the judgment matrix;

[0130] The tenth processing unit is configured to calculate a construction disturbance index according to the weight information corresponding to each of the key factors.

[0131] It should be noted that, regarding the system in the above embodiment, the specific manner in which each module performs operations has been described in detail in the embodiment of the method, and will not be elaborated on here.

[0132] Example 3:

[0133] Corresponding to the above method embodiment, this embodiment also provides a soft soil foundation pile structure damage evolution prediction device. The soft soil foundation pile structure damage evolution prediction device described below and the soft soil foundation pile structure damage evolution prediction method described above can refer to each other.

[0134] Figure 3 FIG. 8 is a block diagram of a soft soil foundation pile structure damage evolution prediction device 800 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 a multimedia component 803, an I / O interface 804, and a communication component 805.

[0135] The processor 801 is used to control the overall operation of the soft soil pile structure damage evolution prediction device 800 to complete all or part of the steps in the soft soil pile structure damage evolution prediction method described above. The memory 802 is used to store 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 information, sent and received messages, pictures, audio, video, etc. The memory 802 can be implemented by 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 memory, 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 touch screen, 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 signal 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. The I / O interface 804 provides an interface between the processor 801 and other interface modules, and the above-mentioned other interface modules can be a keyboard, a mouse, buttons, etc. These buttons can be virtual buttons or physical buttons. The communication component 805 is used for wired or wireless communication between the soft soil foundation pile structure damage evolution prediction device 800 and other devices. Wireless communication, such as Wi-Fi, Bluetooth, Near Field Communication (NFC), 2G, 3G or 4G, or a combination of one or more of them, so the corresponding communication component 805 can include: a Wi-Fi module, a Bluetooth module, an NFC module.

[0136] In an exemplary embodiment, the soft soil foundation pile structure damage evolution prediction device 800 can 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 execute the above-mentioned 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. When executed by a processor, the program instructions implement the steps of the aforementioned method for predicting the damage evolution of a soft soil pile structure. For example, the computer-readable storage medium may be the aforementioned memory 802 including the program instructions. The program instructions may be executed by the processor 801 of the soft soil pile structure damage evolution prediction device 800 to implement the aforementioned method for predicting the damage evolution of a soft soil pile structure.

[0138] Example 4:

[0139] Corresponding to the above method embodiment, this embodiment further provides a readable storage medium. The readable storage medium described below and the damage evolution prediction method for soft soil foundation pile structure described above can refer to each other.

[0140] A readable storage medium stores a computer program, which, when executed by a processor, implements the steps of the method for predicting damage evolution of soft soil foundation pile structures of the above method embodiment.

[0141] The readable storage medium may specifically be any readable storage medium that can store program code, such as a USB flash drive, a mobile hard disk, a read-only memory (ROM), a random access memory (RAM), a magnetic disk, or an optical disk.

[0142] The foregoing description is merely a preferred embodiment of the present invention and is not intended to limit the present invention. Those skilled in the art will readily appreciate that various modifications and variations of the present invention are possible. Any modifications, equivalent substitutions, or improvements made within the spirit and principles of the present invention shall 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 modifications or substitutions that can be easily conceived by a person 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 based on the scope of protection of the claims.

Claims

1. A method for predicting damage evolution of soft soil foundation pile structure, characterized in that: include: Obtain soft soil foundation survey information; Determining a spiral groove design scheme based on the soft soil foundation survey information, wherein the spiral groove is used to install the optical fiber composite cable; Acquiring multi-physical field information according to the optical fiber composite cable, wherein the multi-physical field information includes data corresponding to a mechanical field, a seepage field, a temperature field, and a chemical field; Obtain construction record information; constructing an initial damage field according to the construction record information; The damage evolution of the soft soil foundation pile structure is performed according to the multi-physical field information and the initial damage field.

2. The damage evolution prediction method for soft soil foundation pile structure according to claim 1 is characterized in that: Determine the spiral trench design scheme based on the soft soil foundation investigation information, including: stratifying the soft soil foundation based on the survey information to obtain a stratified soft soil foundation; Calculating the screw pitch corresponding to each soft soil set in the stratified soft soil foundation to obtain initial screw pitch information; The initial pitch information is optimized to obtain pitch information.

3. The method for predicting damage evolution of soft soil foundation pile structure according to claim 1, characterized in that: Constructing an initial damage field according to the construction record information includes: Standardize the construction record information to obtain standardized construction data; Calculating a construction disturbance index based on the standardized construction data; An initial damage field is constructed according to the construction disturbance index.

4. The method for predicting damage evolution of soft soil foundation pile structure according to claim 3, characterized in that: Calculating a construction disturbance index based on the standardized construction data includes: determining key factors affecting construction disturbances based on the standardized construction data; Constructing a judgment matrix based on the key factors affecting construction disturbance; Determine the weight information corresponding to each key factor according to the judgment matrix; The construction disturbance index is calculated according to the weight information corresponding to each of the key factors.

5. The method for predicting damage evolution of soft soil foundation pile structure according to claim 3, characterized in that: The initial damage field is constructed according to the construction disturbance index, including: Acquire a first mapping relationship and a second mapping relationship, wherein the first mapping relationship includes a mapping relationship between a construction disturbance index and an initial debonding rate of a pile-soil interface, and the second mapping relationship includes a mapping relationship between a construction disturbance index and a crack density of a pile body; Determining an 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 pile crack density according to the construction disturbance index and the second mapping relationship to obtain a second calculation result; An initial damage field is constructed according to the first calculation result and the second calculation result.

6. The method for predicting damage evolution of soft soil foundation pile structure according to claim 1, characterized in that: The damage evolution of the soft soil foundation pile structure is performed according to the multi-physics field information and the initial damage field, including: Obtain the seepage-mechanical coupling equation and the chemical-temperature coupling equation; Constructing four-field coupling equations based on the seepage-mechanical coupling equation and the chemical-temperature coupling equation; Sending the multi-physics field information and the initial damage field to the four-field coupling equation for calculation to obtain a third calculation result, wherein the third calculation result includes distribution data of each physical field; The third calculation result is sent to a preset cross-scale damage evolution model to obtain damage evolution information.

7. A soft soil foundation pile structure damage evolution prediction system, characterized in that: include: The first acquisition module is used to obtain soft soil foundation survey information; a design module for determining a design scheme for a spiral groove based on the soft soil foundation survey information, wherein the spiral groove is used for installing the optical fiber composite cable; A second acquisition module is used to acquire multi-physical field information based on the optical fiber composite cable, wherein the multi-physical field information includes data corresponding to a mechanical field, a seepage field, a temperature field, and a chemical field; The third acquisition module is used to obtain construction record information; A first processing module is used to construct an initial damage field according to the construction record information; The second processing module is used to perform damage evolution on the soft soil foundation pile structure according to the multi-physical field information and the initial damage field.

8. The soft soil foundation pile structure damage evolution prediction system according to claim 7, characterized in that: The design module includes: A first processing unit is configured to stratify the soft soil foundation based on the survey information to obtain a stratified soft soil foundation; The second processing unit is used to calculate the screw pitch corresponding to each soft soil set in the stratified soft soil foundation to obtain initial screw pitch information; The third processing unit is used to optimize the initial pitch information to obtain pitch information.

9. The soft soil foundation pile structure damage evolution prediction system according to claim 7, characterized in that: The first processing module includes: a fourth processing unit, configured to perform standardization processing on the construction record information to obtain standardized construction data; a fifth processing unit, configured to calculate a construction disturbance index based on the standardized construction data; The sixth processing unit is used to construct an initial damage field according to the construction disturbance index.

10. The soft soil foundation pile structure damage evolution prediction system according to claim 9, characterized in that: The fifth processing unit includes: a seventh processing unit, configured to determine key factors affecting construction disturbances based on the standardized construction data; an eighth processing unit, configured to construct a judgment matrix according to the key factors affecting the construction disturbance; a ninth processing unit, configured to determine weight information corresponding to each key factor according to the judgment matrix; The tenth processing unit is configured to calculate a construction disturbance index according to the weight information corresponding to each of the key factors.

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