Method and system for controlling settlement deformation of gravity wharf based on axial deformation coordination

Abstract

This invention discloses a method and system for controlling settlement deformation of gravity-type wharves based on axial deformation coordination, belonging to the technical field of port and waterway engineering structures. The method includes: determining soil mechanical parameters based on an empirical database; performing elastoplastic finite element calculations combined with the wharf load distribution to obtain the independent settlement deformation results of each structural segment over time; weighted summing of the independent settlement deformation results of a predetermined number of adjacent structural segments arranged continuously along the wharf axis to obtain the axial coordinated settlement deformation result; comparing the axial coordinated settlement deformation result with deformation control standards; if there is excessive deformation, a polling mechanism is used to identify the specific structural segment with the largest contribution, applying a preset reinforcement scheme to its foundation area to update the mechanical parameters, and iteratively calculating until the deformation control standard is met, outputting the final foundation reinforcement design scheme. This method can effectively improve the accuracy of long-term settlement assessment and the economic efficiency of reinforcement schemes for gravity-type wharves on soft soil foundations.

Description

Technical Field

[0001] This invention relates to the field of port and waterway engineering structure technology, and in particular to a gravity-based wharf settlement and deformation control method and system based on axial deformation coordination. Background Technology

[0002] Currently, there are still many shortcomings in the design and control methods for settlement of gravity-type wharf structures. Traditional settlement calculation methods mainly rely on two-dimensional simplified models and empirical formulas based on the layered summation method or elastic theory. When facing complex geological conditions and large-scale wharf projects, the calculation accuracy differs significantly from that of three-dimensional finite element analysis. Furthermore, three-dimensional finite element analysis itself is computationally expensive and time-consuming, making it difficult to meet the practical needs of efficiency in multi-scheme comparison and analysis during the design phase. At the same time, in the existing design process, there is a lack of effective data interaction and linkage between three-dimensional geological modeling and structural settlement calculation. Typically, the three-dimensional model must be exported as a two-dimensional cross-section before analysis, resulting in a disconnect between the design and calculation processes and preventing the formation of a closed-loop optimization. Furthermore, gravity-type wharves typically consist of multiple structural sections, with complex settlement interactions between these sections due to differences in geology and loads. However, traditional design methods often treat each section as an independent unit, failing to systematically consider the synergistic deformation relationships of structural sections along the wharf's axial direction. The development of settlement control schemes still relies heavily on manual trial and error and local parameter adjustments by designers, which is not only inefficient but also prone to getting trapped in local optima, making it difficult to achieve automated optimization that balances global settlement uniformity with economical reinforcement. Therefore, there is an urgent need for a gravity-type wharf settlement deformation control method and system that can integrate three-dimensional models with settlement calculations and automatically optimize foundation reinforcement schemes. Summary of the Invention

[0003] This invention overcomes the shortcomings of the prior art and provides a method and system for controlling the settlement and deformation of gravity-type wharves based on axial deformation coordination.

[0004] To achieve the above objectives, the technical solution adopted by the present invention is as follows: The first aspect of this invention discloses a method for controlling settlement and deformation of a gravity-type wharf based on axial deformation coordination, comprising the following steps: Step S1: Obtain geological survey data and wharf structure design data for the target project area, establish a three-dimensional geological model containing multiple soil layers, and extract the corresponding geological profiles for each of the multiple structural segments constituting the gravity wharf, generating a two-dimensional finite element calculation model for each structural segment. Step S2: Based on the geological survey data, call the experience database to determine the mechanical parameters of each soil layer and assign them to the two-dimensional finite element calculation model. Combine the preset wharf load distribution to perform elastoplastic finite element calculation and obtain the independent settlement deformation results of each structural segment as time changes. Step S3: For each target structural segment, extract the independent settlement deformation results of a predetermined number of adjacent structural segments arranged continuously along the axial direction of the wharf, including the segment itself, and perform weighted summation according to a predetermined set of weighting coefficients to obtain the axial coordinated settlement deformation results of the target structural segment. Step S4: Compare the axial coordinated settlement deformation results of each structural segment with the preset deformation control standard to determine whether there is any excessive deformation. Step S5: If there is excessive deformation, a polling mechanism is used to identify the specific structural segment that contributes the most to the excessive deformation, and a preset foundation reinforcement scheme is applied to the foundation area corresponding to the specific structural segment to update its mechanical parameters. Then, based on the updated mechanical parameters, the process returns to steps S2 to S4. Step S6: Repeat step S5 until the axial coordinated settlement deformation results of all structural segments meet the deformation control criteria, and output the final foundation reinforcement design scheme.

[0005] Furthermore, in step S2, the Kelvin-Maxwell viscoelastic constitutive model is used to characterize the mechanical properties of each soil layer. The mechanical parameters include at least the compression coefficient for describing the compression and rebound characteristics of the soil, the damping coefficient for characterizing the overall drainage rate of the soil, and the creep damping coefficient for characterizing the creep deformation characteristics of the soil. The independent settlement deformation results are a set of time series data that vary with time, including the vertical and horizontal displacements of the front toe, rear toe, leading edge, and trailing edge of the gravity wharf structure section.

[0006] Further, in step S3, the preset quantity is five, that is, for the i-th target structural segment, the independent settlement deformation results of the (i-2), (i-1), i, (i+1), and (i+2)-th structural segments are extracted and weighted and summed; when the target structural segment is located at the end of the wharf and there are insufficient adjacent structural segments, the independent settlement deformation result corresponding to the missing structural segment is assigned a value of zero; the weighting coefficient set is [0.1, 0.2, 0.4, 0.2, 0.1], which correspond to the (i-2), (i-1), i, (i+1), and (i+2)-th structural segments, respectively.

[0007] Furthermore, in step S5, the specific structural segment that contributes the most to the excessive deformation by using a polling mechanism is: comparing the independent settlement deformation results of each structural segment one by one, and determining the structural segment with the largest independent settlement deformation as the specific structural segment that contributes the most to the overall excessive deformation.

[0008] Furthermore, the experience database pre-stores the conversion relationship of conventional soil mechanics model parameters, the mapping relationship between different foundation reinforcement schemes and soil mechanics parameter increments, and the weighting coefficient set; in step S5, applying the preset foundation reinforcement scheme to update its mechanical parameters specifically involves: according to the foundation reinforcement scheme selected by the user, calling the corresponding soil mechanics parameter increment data from the experience database, and superimposing and updating the mechanical parameters of the foundation area corresponding to the specific structural segment.

[0009] Further, in step S5, the step of performing elastoplastic finite element calculations based on a preset wharf load distribution to obtain the independent settlement deformation results of each structural segment over time specifically involves: Based on the geological survey data, an empirical database is called to assign the compression coefficient, drainage damping coefficient and creep damping coefficient of each soil layer to the corresponding soil layer unit in order to construct the Kelvin-Maxwell viscoelastic constitutive model. The pre-defined wharf load distribution is divided into several loading stages according to the construction period and the service period. Within the time step of each loading stage, the wharf structure's self-weight, water pressure, and service load are converted into the equivalent nodal force increment at the bottom boundary of the corresponding structural segment. Within the current time step, the two-dimensional finite element calculation model is iteratively solved using the stiffness matrix corresponding to the viscoelastic constitutive model to obtain the nodal displacement increment field containing instantaneous elastic displacement, viscoelastic hysteresis displacement and creep cumulative displacement. The incremental field of nodal displacement at each time step is accumulated and superimposed along the time axis, and the vertical and horizontal displacement components at the front toe node, rear toe node, leading edge node and trailing edge node of each structural segment are extracted from the accumulated nodal displacement field. The extracted vertical and horizontal displacement components of each node are arranged in a time series to form the independent settlement and deformation results of each structural segment over time.

[0010] Furthermore, in step S5, applying a preset foundation reinforcement scheme to the foundation area corresponding to the specific structural segment to update its mechanical parameters specifically involves: Based on the specific structural segment determined by the polling mechanism, the soil unit numbers constituting the bearing layer of the foundation and the underlying weak layer are identified from the corresponding geological profile, and the element Gaussian stress tensor invariant accumulated in the last time step of the elastic-plastic finite element calculation for each soil unit is extracted. The system receives the target foundation reinforcement scheme type selected by the user and retrieves a cluster of stress sensitivity reduction curves corresponding to the scheme type from the experience database based on orthogonal test calibration. For each identified soil layer unit, the current accumulated unit Gaussian point stress tensor invariant is used as the index independent variable. Interpolation is performed in the stress sensitivity reduction curve cluster to obtain the dynamic correction factor of compression coefficient, dynamic correction factor of drainage damping and dynamic correction factor of creep damping that are adapted to the current stress state of the soil layer unit. The current compression coefficient, drainage damping coefficient, and creep damping coefficient of each soil layer unit are multiplicatively corrected with the corresponding dynamic correction factor to generate the equivalent compression coefficient, equivalent drainage damping coefficient, and equivalent creep damping coefficient after reinforcement, taking into account the influence of the existing stress history. The equivalent compression coefficient, equivalent drainage damping coefficient, and equivalent creep damping coefficient are assigned to the corresponding soil elements in the two-dimensional finite element calculation model corresponding to the specific structural segment, and the original mechanical parameters are replaced in a stress state dependent manner to complete the update of the mechanical parameters of the foundation area of ​​the specific structural segment.

[0011] Furthermore, the deformation control criteria include the maximum absolute settlement and / or the maximum differential settlement between adjacent structural segments.

[0012] Furthermore, step S6 also includes: outputting the final independent settlement deformation results and axial coordinated settlement deformation results of each structural segment, and visually displaying them in the form of time series curves to guide the construction sequence planning and long-term operation and maintenance monitoring of gravity wharf.

[0013] The second aspect of this invention discloses a gravity-based wharf settlement deformation control system based on axial deformation coordination, used to execute the gravity-based wharf settlement deformation control method described in any one of the claims, comprising: Settlement calculation module: used to acquire geological survey data and wharf structure design data of the target project area, establish a three-dimensional geological model and extract geological profiles for multiple structural sections that constitute the gravity wharf to generate a two-dimensional finite element calculation model; and to call the experience database module to determine the mechanical parameters of each soil layer, and to perform elastoplastic finite element calculations in combination with the wharf load distribution to obtain the independent settlement deformation results of each structural section over time. Axial settlement deformation coordination module: connected to the settlement calculation module, used to receive the independent settlement deformation results, and extract the independent settlement deformation results of a preset number of adjacent structural segments arranged continuously along the axial direction of the wharf for each target structural segment, perform weighted summation based on the weighted coefficient set called from the experience database module, and obtain and output the axial coordinated settlement deformation results of each structural segment. The foundation reinforcement optimization module is connected to both the axial settlement deformation coordination module and the settlement calculation module. It compares the axial coordinated settlement deformation results with a preset deformation control standard to determine whether there is any excessive deformation. If there is excessive deformation, it uses a polling mechanism to identify the specific structural segment that contributes the most to the excessive deformation, generates a foundation reinforcement instruction for the corresponding foundation area of ​​the specific structural segment, and feeds it back to the settlement calculation module to update the corresponding mechanical parameters. It then triggers recalculation until the axial coordinated settlement deformation results of all structural segments meet the deformation control standard. The experience database module is connected to the settlement calculation module, the axial settlement deformation coordination module, and the foundation reinforcement optimization module, respectively. It is used to provide and store the conversion relationship of soil mechanics model parameters, the mapping relationship between different foundation reinforcement schemes and soil mechanics parameter increments, and the weighted coefficient set.

[0014] This invention addresses the technical deficiencies in the prior art and has the following beneficial effects: (1) The present invention uses the Kelvin-Maxwell viscoelastic constitutive model to uniformly characterize the compression, rebound, recompression, comprehensive drainage rate and creep deformation characteristics of soil. It can more accurately reflect the stress-strain history of soil during the entire construction and operation process, and comprehensively consider the entire process of soil evolution from short-term instantaneous deformation to long-term consolidation creep deformation. It effectively improves the accuracy and reliability of long-term settlement deformation assessment of gravity wharf under complex soft soil foundation conditions.

[0015] (2) By introducing a collaborative weighting mechanism for structural segment deformation along the axial direction of the wharf, this invention fully considers the spatial influence of adjacent structural segments on the settlement deformation of the current target structural segment during the calculation process. It can more accurately predict the distribution law of the overall settlement of the wharf along the axial direction under uneven geological conditions and differential loads. At the same time, the weighting coefficient set can be flexibly adjusted according to the prior engineering data or on-site measurement results, so that the settlement prediction results are closer to the actual engineering situation, providing a reliable basis for subsequent foundation treatment optimization.

[0016] (3) In the case of excessive settlement, the present invention adopts a polling mechanism to identify the single structural segment that contributes the most to the overall excessive deformation, and adjusts the reinforcement parameters for the foundation area corresponding to the structural segment. Through iterative optimization, all structural segments meet the preset deformation control standard, thereby achieving the overall settlement control target with the minimum foundation reinforcement range, effectively reducing the increase in engineering costs caused by blind reinforcement, and taking into account both structural safety and scheme economy.

[0017] (4) The method and system of the present invention have good engineering versatility and can be applied to gravity wharves, revetments and similar hydraulic structures in various soft soil areas. When faced with deep soft soil foundations and complex strata, the module parameters and experience database content can be flexibly adjusted for adaptive design, which has high engineering promotion value and reference significance. Attached Figure Description

[0018] To more clearly illustrate the technical solutions in the embodiments of the present invention or the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings described below are only some embodiments of the present invention. For those skilled in the art, other embodiments can be obtained from these drawings without creative effort.

[0019] Figure 1 This is a schematic diagram of the module composition of the gravity-type wharf settlement and deformation collaborative control system of the present invention; Figure 2 This is a flowchart of the gravity-based wharf settlement and deformation collaborative control method of the present invention. Detailed Implementation

[0020] To better understand the above-mentioned objectives, features, and advantages of the present invention, the present invention will be further described in detail below with reference to the accompanying drawings and specific embodiments. It should be noted that, unless otherwise specified, the embodiments and features described in these embodiments can be combined with each other.

[0021] Many specific details are set forth in the following description in order to provide a full understanding of the invention. However, the invention may also be practiced in other ways different from those described herein, and therefore the scope of protection of the invention is not limited to the specific embodiments disclosed below.

[0022] This invention discloses a gravity-based wharf settlement deformation control system based on axial deformation coordination, comprising: Settlement calculation module: used to acquire geological survey data and wharf structure design data of the target project area, establish a three-dimensional geological model and extract geological profiles for multiple structural sections that constitute the gravity wharf to generate a two-dimensional finite element calculation model; and to call the experience database module to determine the mechanical parameters of each soil layer, and to perform elastoplastic finite element calculations in combination with the wharf load distribution to obtain the independent settlement deformation results of each structural section over time. Axial settlement deformation coordination module: connected to the settlement calculation module, used to receive the independent settlement deformation results, and extract the independent settlement deformation results of a preset number of adjacent structural segments arranged continuously along the axial direction of the wharf for each target structural segment, perform weighted summation based on the weighted coefficient set called from the experience database module, and obtain and output the axial coordinated settlement deformation results of each structural segment. The foundation reinforcement optimization module is connected to both the axial settlement deformation coordination module and the settlement calculation module. It compares the axial coordinated settlement deformation results with a preset deformation control standard to determine whether there is any excessive deformation. If there is excessive deformation, it uses a polling mechanism to identify the specific structural segment that contributes the most to the excessive deformation, generates a foundation reinforcement instruction for the corresponding foundation area of ​​the specific structural segment, and feeds it back to the settlement calculation module to update the corresponding mechanical parameters. It then triggers recalculation until the axial coordinated settlement deformation results of all structural segments meet the deformation control standard. The experience database module is connected to the settlement calculation module, the axial settlement deformation coordination module, and the foundation reinforcement optimization module, respectively. It is used to provide and store the conversion relationship of soil mechanics model parameters, the mapping relationship between different foundation reinforcement schemes and soil mechanics parameter increments, and the weighted coefficient set.

[0023] It should be noted that this invention, through a modular software architecture, organically combines a rapid settlement calculation method based on a 3D model, an axial deformation coordination method, and an automatic optimization algorithm in the design process of gravity-type wharves on soft soil foundations, forming a closed-loop design optimization process. The system consists of key units such as a rapid settlement calculation module based on a 3D model, an axial deformation coordination module, and an automatic optimization module for foundation reinforcement, etc. Figure 1 As shown.

[0024] The modules are connected via data interfaces and work in the following sequence: design calculation, axial deformation coordination, and finally foundation reinforcement optimization, to achieve full-process support for settlement and deformation control of gravity-type wharves on soft soil foundations. The data flow between modules is as follows: Figure 1 As shown: After the geological and load data are input, the system first passes through a rapid settlement calculation module based on a two-dimensional model to obtain the foundation settlement characteristics of each gravity-type wharf unit (section); then, the axial deformation coordination module calculates the overall deformation distribution characteristics of the wharf; next, the foundation reinforcement optimization module performs automated design iterations, determining whether foundation reinforcement optimization is needed by tracking whether the comprehensive index function of the wharf's axial deformation meets the engineering requirements; if parameter adjustments are required, the data analysis and feedback module summarizes the analysis results and transmits the feedback information back to the front-end module via iteration arrows for parameter adjustment and recalculation until an optimized design scheme that meets the requirements is output. Specifically: (1) Settlement calculation module based on three-dimensional model: Based on engineering geological survey data, a three-dimensional geological model of the wharf is established, and structural settlement calculation profiles corresponding to each structural segment (e.g., caisson) are derived according to the location of the gravity wharf. Basic soil mechanical parameters are assigned to each calculation profile based on the engineering geological survey data. Based on the surveyed soil parameters, empirical mechanical parameter data from the empirical database module are used to transform the geometric model and survey data into mechanical model elements. Combining the wharf load distribution (including self-weight, water pressure distribution, service period loads, construction period loads, etc.), an elastoplastic finite element calculation model is used to quickly calculate the relationship between structural deformation and settlement over time, thus obtaining the settlement calculation results for each gravity wharf structural segment under the corresponding profile geological parameters. Furthermore, the profile-based calculation uses the basic assumption of plane strain; therefore, the calculation results require further axial deformation coordination.

[0025] (2) Axial settlement deformation coordination module For the structural section in the middle of the wharf, the independent calculation results of the (i-2), (i-1), ith, (i+1), and (i+2)th cross-sections are taken, and deformation co-calculation is performed according to specific weighting coefficients. Typically, the partial factors can be set to [0.1, 0.2, 0.4, 0.2, 0.1], and the calculation formula is as follows:

[0026] In the formula, This represents the deformation result of the i-th caisson after axial deformation coordination; This represents the deformation result of the i-th independent structural segment of the caisson.

[0027] For the structural section at the boundary of the wharf, the independent deformation calculation results of five adjacent sections are also taken. For cases where one side of the boundary lacks a structural section, the corresponding load and displacement can be assumed to be 0, and the partial factors for typical cases [0.1, 0.2, 0.4, 0.2, 0.1] are used for calculation. Assuming the entire wharf consists of n caissons, the corresponding matrix expression is as follows:

[0028] After the axial settlement deformation coordination module, the independent deformation calculation results of each structural segment are weighted and summed with the independent calculation results of the four structural segments that are axially adjacent to the wharf. This fully considers the interaction between the structural segments, and the calculated wharf settlement results are closer to the actual situation, providing a reliable reference for subsequent collaborative design.

[0029] (3) Foundation reinforcement optimization module This module integrates the axial settlement deformation results of the wharf provided by the first two modules, combined with empirical data and relevant specifications, to determine whether the settlement deformation of the wharf structure (which can distinguish between short-term and long-term deformation) meets the usage standards.

[0030] If the settlement of the wharf structure fails to meet the usage standards, the independent deformation calculation results of each wharf structural segment are polled to find the structural segment with the greatest impact on structural deformation.

[0031] The experience database module contains the main mechanical parameters of the soil corresponding to conventional reinforcement schemes. The mechanical parameter experience data in the experience database module is called to reinforce the foundation, and the deformation of the reinforced wharf is re-evaluated to see if it meets the usage requirements.

[0032] If the requirements are still not met, continue to find the structural segment that has the greatest impact on structural deformation, reinforce the foundation of that segment, and conduct another wharf deformation assessment. Repeat this process of optimization until all wharf deformation indicators meet the usage requirements.

[0033] (4) Experience Database Module The empirical data module mainly includes the conversion relationship of soil mechanical model parameters, the influence of conventional foundation reinforcement schemes on soil mechanical model parameters, and the axial deformation coordination weight coefficient.

[0034] The conversion of soil mechanics model parameters mainly includes the conventional soil compression coefficient, which takes into account the soil's rebound and recompression deformation characteristics; damping used to characterize the soil's overall drainage rate; and damping for standard soil creep deformation. All parameters of the above mechanical components are nonlinear parameters, stored in the module as empirical parameters.

[0035] The axial deformation compatibility weighting coefficient is mainly used to calculate the mutual influence between adjacent structural units. The wharf structural unit plays a dominant role in its own deformation, while the influence of adjacent structural units gradually weakens with increasing distance. In the absence of prior data, the settlement deformation of the intermediate structural segment can be calculated by taking the independent deformation calculation results of five consecutive structural segments and then using a weighted average method. Typical weighting coefficients can take values ​​of [0.1, 0.2, 0.4, 0.2, 0.1]. When prior data is available, the number of structural segments and the weighting coefficients can be redefined according to the actual situation.

[0036] Overall, this invention integrates the traditional gravity-type wharf settlement design calculation into one, realizes deformation coordination among the settlement of multiple structural sections, and adds a foundation reinforcement optimization process, improving the environmental adaptability and economy of the design results, making the design more in line with actual working conditions, and has high engineering practical value.

[0037] like Figure 2 As shown, this invention also discloses a gravity-based wharf settlement deformation control method based on axial deformation coordination, comprising the following steps: Step S1: Obtain geological survey data and wharf structure design data for the target project area, establish a three-dimensional geological model containing multiple soil layers, and extract the corresponding geological profiles for each of the multiple structural segments constituting the gravity wharf, generating a two-dimensional finite element calculation model for each structural segment. Step S2: Based on the geological survey data, call the experience database to determine the mechanical parameters of each soil layer and assign them to the two-dimensional finite element calculation model. Combine the preset wharf load distribution to perform elastoplastic finite element calculation and obtain the independent settlement deformation results of each structural segment as time changes. Step S3: For each target structural segment, extract the independent settlement deformation results of a predetermined number of adjacent structural segments arranged continuously along the axial direction of the wharf, including the segment itself, and perform weighted summation according to a predetermined set of weighting coefficients to obtain the axial coordinated settlement deformation results of the target structural segment. Step S4: Compare the axial coordinated settlement deformation results of each structural segment with the preset deformation control standard to determine whether there is any excessive deformation. Step S5: If there is excessive deformation, a polling mechanism is used to identify the specific structural segment that contributes the most to the excessive deformation, and a preset foundation reinforcement scheme is applied to the foundation area corresponding to the specific structural segment to update its mechanical parameters. Then, based on the updated mechanical parameters, the process returns to steps S2 to S4. Step S6: Repeat step S5 until the axial coordinated settlement deformation results of all structural segments meet the deformation control criteria, and output the final foundation reinforcement design scheme.

[0038] Furthermore, in step S2, the Kelvin-Maxwell viscoelastic constitutive model is used to characterize the mechanical properties of each soil layer. The mechanical parameters include at least the compression coefficient for describing the compression and rebound characteristics of the soil, the damping coefficient for characterizing the overall drainage rate of the soil, and the creep damping coefficient for characterizing the creep deformation characteristics of the soil. The independent settlement deformation results are a set of time series data that vary with time, including the vertical and horizontal displacements of the front toe, rear toe, leading edge, and trailing edge of the gravity wharf structure section.

[0039] Further, in step S3, the preset quantity is five, that is, for the i-th target structural segment, the independent settlement deformation results of the (i-2), (i-1), i, (i+1), and (i+2)-th structural segments are extracted and weighted and summed; when the target structural segment is located at the end of the wharf and there are insufficient adjacent structural segments, the independent settlement deformation result corresponding to the missing structural segment is assigned a value of zero; the weighting coefficient set is [0.1, 0.2, 0.4, 0.2, 0.1], which correspond to the (i-2), (i-1), i, (i+1), and (i+2)-th structural segments, respectively.

[0040] Furthermore, in step S5, the specific structural segment that contributes the most to the excessive deformation by using a polling mechanism is: comparing the independent settlement deformation results of each structural segment one by one, and determining the structural segment with the largest independent settlement deformation as the specific structural segment that contributes the most to the overall excessive deformation.

[0041] Furthermore, the experience database pre-stores the conversion relationship of conventional soil mechanics model parameters, the mapping relationship between different foundation reinforcement schemes and soil mechanics parameter increments, and the weighting coefficient set; in step S5, applying the preset foundation reinforcement scheme to update its mechanical parameters specifically involves: according to the foundation reinforcement scheme selected by the user, calling the corresponding soil mechanics parameter increment data from the experience database, and superimposing and updating the mechanical parameters of the foundation area corresponding to the specific structural segment.

[0042] Further, in step S5, the step of performing elastoplastic finite element calculations based on a preset wharf load distribution to obtain the independent settlement deformation results of each structural segment over time specifically involves: Based on the geological survey data, an empirical database is called to assign the compression coefficient, drainage damping coefficient and creep damping coefficient of each soil layer to the corresponding soil layer unit in order to construct the Kelvin-Maxwell viscoelastic constitutive model. The pre-defined wharf load distribution is divided into several loading stages according to the construction period and the service period. Within the time step of each loading stage, the wharf structure's self-weight, water pressure, and service load are converted into the equivalent nodal force increment at the bottom boundary of the corresponding structural segment. Within the current time step, the two-dimensional finite element calculation model is iteratively solved using the stiffness matrix corresponding to the viscoelastic constitutive model to obtain the nodal displacement increment field containing instantaneous elastic displacement, viscoelastic hysteresis displacement and creep cumulative displacement. The incremental field of nodal displacement at each time step is accumulated and superimposed along the time axis, and the vertical and horizontal displacement components at the front toe node, rear toe node, leading edge node and trailing edge node of each structural segment are extracted from the accumulated nodal displacement field. The extracted vertical and horizontal displacement components of each node are arranged in a time series to form the independent settlement and deformation results of each structural segment over time.

[0043] It should be noted that the system, based on the soil layer properties determined by geological surveys, retrieves the corresponding compression coefficient, drainage damping coefficient, and creep damping coefficient from an empirical database, and constructs a Kelvin-Maxwell viscoelastic constitutive model accordingly. This allows the calculation model to simultaneously reflect the elastic response of the soil under instantaneous loading, the viscoelastic hysteresis effect caused by the dissipation of pore water pressure, and the long-term creep characteristics of the soil skeleton itself. Subsequently, for the combination of the wharf structure's self-weight, the water pressure behind the wall, and the service life load, the system transforms it into the equivalent nodal force increments at each loading stage according to the construction progress. Within each time step, the system iteratively solves the problem using the stiffness matrix corresponding to the viscoelastic constitutive model, thereby obtaining the nodal displacement increment field composed of the instantaneous elastic displacement components, viscoelastic hysteresis displacement components, and creep cumulative displacement components at each node within that time step. Based on this, the system accumulates and superimposes the incremental nodal displacement fields at each time step along a complete time axis to obtain a cumulative nodal displacement field reflecting the entire process of foundation deformation. Based on this, the vertical and horizontal displacements of the control nodes (such as the anterior toe node, posterior toe node, leading edge node, and trailing edge node) of each structural segment are extracted. Finally, the displacement components of these control nodes are arranged in a time series to form the independent settlement and deformation results of each structural segment over time, providing a complete data foundation for subsequent axial deformation collaborative analysis.

[0044] Furthermore, in step S5, applying a preset foundation reinforcement scheme to the foundation area corresponding to the specific structural segment to update its mechanical parameters specifically involves: Based on the specific structural segment determined by the polling mechanism, the soil unit numbers constituting the bearing layer of the foundation and the underlying weak layer are identified from the corresponding geological profile, and the element Gaussian stress tensor invariant accumulated in the last time step of the elastic-plastic finite element calculation for each soil unit is extracted. The system receives the target foundation reinforcement scheme type selected by the user and retrieves a cluster of stress sensitivity reduction curves corresponding to the scheme type from the experience database based on orthogonal test calibration. For each identified soil layer unit, the current accumulated unit Gaussian point stress tensor invariant is used as the index independent variable. Interpolation is performed in the stress sensitivity reduction curve cluster to obtain the dynamic correction factor of compression coefficient, dynamic correction factor of drainage damping and dynamic correction factor of creep damping that are adapted to the current stress state of the soil layer unit. The current compression coefficient, drainage damping coefficient, and creep damping coefficient of each soil layer unit are multiplicatively corrected with the corresponding dynamic correction factor to generate the equivalent compression coefficient, equivalent drainage damping coefficient, and equivalent creep damping coefficient after reinforcement, taking into account the influence of the existing stress history. The equivalent compression coefficient, equivalent drainage damping coefficient, and equivalent creep damping coefficient are assigned to the corresponding soil elements in the two-dimensional finite element calculation model corresponding to the specific structural segment, and the original mechanical parameters are replaced in a stress state dependent manner to complete the update of the mechanical parameters of the foundation area of ​​the specific structural segment.

[0045] The element Gaussian point stress tensor invariant refers to the first invariant of the stress tensor obtained at each element Gaussian integration point in the finite element calculation (i.e., the mean stress or hydrostatic pressure component). This invariant can comprehensively reflect the overall compressive stress level borne by the soil element under the current load and consolidation process, and is a key scalar indicator characterizing the stress history state of the soil. The stress sensitivity reduction curve cluster is a set of relationship curves obtained in advance through orthogonal experimental design, for different types of foundation reinforcement schemes (such as vibro-compaction, deep mixing, surcharge preloading, etc.), under different initial stress levels, to calibrate the variation law of the mechanical parameters of the reinforced soil. It uses the element Gaussian point stress tensor invariant as the horizontal axis and the corresponding mechanical parameter correction factor as the vertical axis to depict the nonlinear decay or enhancement trend of the reinforcement effect with the change of the existing stress level.

[0046] During parameter updates, the system first locates the soil elements corresponding to the bearing layer and underlying weak layer in the geological profile of a specific structural segment determined by a polling mechanism. It then extracts the stress tensor invariants at the Gaussian points of each element from the final time step results of the preceding elastoplastic finite element calculation, using this as a basis for assessing the current stress history of the element. Next, based on the reinforcement scheme type selected by the user, it retrieves the corresponding stress sensitivity reduction curve cluster from the experience database. Using the extracted stress tensor invariants as index variables, it searches the curve cluster for dynamic correction factors for compressibility coefficient, drainage damping, and creep damping, adapting to the current stress level, through linear or spline interpolation. Next, the current compression coefficient, drainage damping coefficient, and creep damping coefficient of each soil layer element are multiplied with the retrieved dynamic correction factors to generate equivalent compression coefficients, equivalent drainage damping coefficients, and equivalent creep damping coefficients. This achieves stress-dependent adjustment of the mechanical parameters of the reinforced soil, ensuring that the updated parameters accurately reflect the constraint effect of the existing stress field on the reinforcement effect. Finally, the equivalent mechanical parameters are assigned to the corresponding soil layer elements in the corresponding two-dimensional finite element model, completing the replacement of mechanical parameters in the foundation region of this structural segment and providing updated constitutive input conditions for subsequent iterative calculations.

[0047] Furthermore, the deformation control criteria include the maximum absolute settlement and / or the maximum differential settlement between adjacent structural segments.

[0048] Furthermore, step S6 also includes: outputting the final independent settlement deformation results and axial coordinated settlement deformation results of each structural segment, and visually displaying them in the form of time series curves to guide the construction sequence planning and long-term operation and maintenance monitoring of gravity wharf.

[0049] It should be noted that the Abidjan port expansion project is an example: The Ébrier Lagoon, where the Abidjan port area is located, is primarily composed of loose clastic deposits. The soil beneath the foundation of the southern container terminal area is mainly sandy, with localized clay interlayers. Overall, the soil layers are relatively disordered, and the lagoonal sedimentary strata exhibit significant heterogeneity. The southern container terminal of the Abidjan port uses a gravity-type wharf structure, a type of wharf structure that relies on the self-weight of the structure and backfill to maintain its stability, consisting of a foundation bed, walls, breast walls, and backfill. Settlement of gravity-type wharves is mainly due to uneven settlement of the foundation bed and subgrade, severely affecting the stability of the wharf structure and even leading to safety issues. Therefore, conducting long-term deformation assessments of the wharf structure and proposing optimized foundation treatment schemes to improve the bearing capacity under adverse conditions are crucial for enhancing the safety of gravity-type wharf construction under complex geological conditions. All these factors make this project a complex case study of settlement and deformation analysis and control for gravity wharves, urgently requiring the application of the collaborative design method of this invention.

[0050] (1) Data acquisition and model building First, based on the detailed geological drilling results of the project, a three-dimensional geological stratification map of the engineering site is generated using BIM technology, and the mechanical parameters of each soil layer are input into the system.

[0051] Secondly, a geological profile is generated at the center of each caisson in the gravity-type wharf. Based on the stratigraphic distribution and geological parameters of each profile, a corresponding two-dimensional finite element calculation model is generated. The mechanical parameters of the model are obtained by adapting the geological survey results to an empirical database.

[0052] Secondly, numerical calculation methods were used to calculate the settlement deformation of the gravity wharf (independent deformation of each structural segment). The settlement deformation calculation results mainly include the vertical and horizontal displacements of the front toe, rear toe, leading edge, and trailing edge of the gravity wharf structure. These displacement calculation results are based on a set of time series results that vary according to the length of use.

[0053] (2) Coordination of axial settlement deformation First, based on the calculated independent deformation results of each structural segment, extract five consecutive sets of results [D(i-2), D(i-1), D(i), D(i+1), D(i+2)] and multiply them by the corresponding weighting coefficients [R(i-2), R(i-1), R(i), R(i+1), R(i+2)], then add them together to obtain the settlement coordination deformation result of the i-th structural segment.

[0054] Secondly, for the two caissons at the end of the wharf, since there are no independent deformation results for the five adjacent structural sections, it can be assumed that the missing part of the result is 0, and the corresponding settlement deformation coordination calculation is performed accordingly.

[0055] After performing deformation co-calculation on the independent deformation results of all structural segments, it can be assumed that the calculated results are consistent with the actual overall deformation of the wharf structure.

[0056] (3) Optimization of foundation reinforcement First, set appropriate deformation control conditions based on relevant specifications or engineering experience, such as the maximum absolute settlement and the maximum relative settlement.

[0057] Secondly, the deformation control conditions are compared with the deformation results of the wharf after axial deformation coordination. If there is a deformation exceeding the design standard, the independent deformation results of the structural segment that contributes the most to it are identified.

[0058] Secondly, a foundation reinforcement scheme is designed for the structural segment that contributes the most. The system has pre-set empirical data on the changes in computational mechanical parameters corresponding to conventional foundation reinforcement. The system will automatically iterate and analyze the foundation treatment scheme input by the user until all deformation indicators meet the pre-set objective function, and output the final design scheme that meets the settlement deformation requirements.

[0059] In general, this invention, on the one hand, accurately calculates the time-varying results of instantaneous settlement, drainage consolidation, and long-term creep of independent caisson structures based on the finite element model; on the other hand, it obtains the overall deformation distribution law of the entire wharf structure composed of multiple caissons through axial deformation coordination; in addition, it carries out efficient foundation reinforcement optimization design based on the foundation reinforcement optimization module, effectively improving the construction efficiency of the wharf structure.

[0060] This embodiment fully verifies the effectiveness and superiority of the present invention in designing gravity wharf projects on complex and deep soft soil foundations. It enables the invention to anticipate and resolve issues such as excessive soft soil settlement and uneven settlement in multiple areas during the design phase, ensuring the long-term safety and stability of the gravity wharf structure. It has strong representativeness and promotional significance.

[0061] In this embodiment, it also includes: The fluctuation component retained after removing the long-term trend term from the time series of axial coordinated settlement deformation results of each structural segment is used as the time-domain carrier to reflect the viscoelastic dynamic response of the soil skeleton under the action of tidal seepage drag force. The wave components are subjected to time-frequency ridge extraction based on continuous wavelet transform to obtain a phase lag displacement sequence characterizing the hysteretic response of soil skeleton deformation to tidal water level changes. The phase lag displacement sequence is then mapped to a three-stage thixotropic curve of soil apparent viscosity as a function of shear rate, which has been pre-calibrated by indoor resonant column tests, to determine the specific rheological phase state of the current soil skeleton microstructure, whether it is in a flocculated stable state, a dispersed transition state, or a directional flow dynamic. The resonant frequency capture process is initiated only when the soil skeleton microstructure is determined to be in a dispersed transition state: the first-order difference zero-crossing time of the phase lag displacement sequence under the dispersed transition state between adjacent peaks and troughs is extracted, and the reciprocal of the time interval between adjacent zero-crossings is calculated as the observed value sequence of the instantaneous viscous damped natural frequency of the soil skeleton. The observed sequence and the tidal water level sequence at the wharf front are homomorphically deconvolved in the complex cepstral domain. After removing the convolution interference of the tidal water level main frequency component, the intrinsic stick-slip relaxation frequency envelope reflecting the forced slip of the water film between soil skeleton particles is separated. Using the peak center frequency of the intrinsic viscoslip relaxation frequency envelope as a reference, and the half-power bandwidth of the envelope as a boundary, a narrow frequency band is defined as the viscoelastic hysteresis resonance band of the soil skeleton induced by tidal seepage drag force. This frequency band marks the dangerous dynamic equilibrium range in which the viscous shearing action of pore water inside the soil and the elastic recovery action of the soil skeleton reach the maximum energy dissipation value.

[0062] It should be noted that gravity wharves on soft soil foundations not only bear constant superstructure loads during operation but are also exposed to seepage drag forces caused by the periodic rise and fall of tidal levels. Although this cyclic dynamic load is limited in magnitude, it can induce dynamic coupling between the viscous shear of pore water and the elastic recovery of the soil skeleton under specific hydrogeological conditions, leading to gradual changes in the soil microstructure and affecting the long-term settlement stability and axial deformation coordination of the wharf structure. However, existing settlement calculation methods typically only focus on drainage consolidation and creep processes under static conditions, lacking effective means to identify and quantify the aforementioned tidal-induced dynamic effects. This makes it impossible for designers to accurately determine whether there is an additional settlement risk in the wharf foundation during operation due to the dynamic instability of the soil skeleton microstructure.

[0063] To address this issue, this embodiment, based on the obtained time series of axial coordinated settlement deformation results for each structural segment, first removes the long-term trend term dominated by static consolidation and creep, retaining the fluctuation component in the settlement signal. This fluctuation component essentially reflects the viscoelastic dynamic response information of the soil skeleton under the cyclic action of tidal seepage drag force. Time-frequency ridge extraction based on continuous wavelet transform is performed on the fluctuation component to obtain a phase lag displacement sequence characterizing the time-dependent lag response of the soil skeleton deformation relative to tidal water level changes. The three-stage thixotropic curve refers to a characteristic curve calibrated in advance for the target soil sample through indoor resonant column tests, reflecting the nonlinear evolution of the apparent viscosity of the soil with shear rate. This curve is divided into three rheological phase intervals according to the shear rate from low to high: flocculation stable state, dispersion transition state, and directional flow dynamic state. Each phase corresponds to different microstructural connection strength and deformation recovery capacity of the soil skeleton. By mapping the aforementioned phase hysteresis displacement sequence onto the three-stage thixotropic curve, the specific rheological phase of the soil skeleton microstructure can be determined based on the response characteristics of the current apparent viscosity of the soil.

[0064] When the soil skeleton microstructure is determined to be in a dispersed transition state, it indicates that significant shear slip is occurring in the bound water film between soil particles while the microstructure has not yet been completely destroyed. At this point, the system initiates the resonant frequency band capture process. Specifically, the first-order difference zero-crossing time of the phase lag displacement sequence under the dispersed transition state between adjacent wave crests and troughs is extracted, and the reciprocal of the time interval between adjacent zero-crossings is used as the observed value sequence of the instantaneous viscous damped natural frequencies of the soil skeleton. Further, the observed value sequence is homomorphically deconvolved with the tidal water level sequence at the wharf front in the complex cepstral domain. This aims to remove the convolution interference of the tidal water level's own dominant frequency component on the soil skeleton response signal, thereby separating the intrinsic viscosity-slip relaxation frequency envelope reflecting the forced slip of the bound water film between soil particles. The physical significance of the intrinsic viscosity-slip relaxation frequency envelope lies in the fact that its frequency distribution is directly related to the inherent relaxation time of the viscoelastic interface inside the soil skeleton. Finally, using the peak center frequency of the intrinsic viscosity-slip relaxation frequency envelope as a reference and the half-power bandwidth of the envelope as a boundary, a narrow frequency band is defined as the viscoelastic hysteresis resonance band of the soil skeleton induced by tidal seepage drag force. The appearance of the resonance band indicates a dangerous dynamic equilibrium range where the viscous shearing action of pore water inside the soil and the elastic recovery action of the soil skeleton reach the maximum energy dissipation value. If the soil is in or crosses this frequency band for a long period during the operation period, it will significantly accelerate the accumulation of microstructural damage in the soil. Through the means provided in this embodiment, design and operation and maintenance personnel can identify the dynamic risk state of the foundation soil from long-term monitoring data, providing clear quantitative criteria for whether to take operational intervention measures such as vibration reduction, drainage, or reinforcement, thereby further improving the settlement and deformation control capabilities throughout the entire life cycle.

[0065] In this embodiment, it also includes: Based on the axial coordinated settlement deformation data of each structural section of the wharf under long-term cyclic load, the settlement deformation rate sequence of each structural section in a continuous equal time window is extracted, and the first-order difference sum of squares of the settlement deformation rate sequence between adjacent time windows is calculated as the deformation energy density change rate characterizing the fluctuation of dissipated energy inside the foundation soil. The deformation energy density change rate is multiplied by the generalized thermodynamic force increment of the soil skeleton derived from the Kelvin-Maxwell viscoelastic constitutive model under the same wharf load to obtain the discrete sequence of local entropy generation rate of each foundation unit per unit time. The local entropy generation rate of each structural segment along the pier axis is weighted according to the length of the structural segment and integrated into a total entropy generation rate time history curve that reflects the overall irreversible dissipation intensity of the foundation system. The change in the sign of the second derivative of the total entropy generation rate time history curve over time is monitored. When the total entropy generation rate changes from a steady fluctuation to a continuous decline and its second derivative shows a zero crossing point with alternating positive and negative values, it is determined that the foundation system is deviating from the linear non-equilibrium thermodynamic branch and approaching the inflection point of the nonlinear region. After this inflection point, if the total entropy generation rate further decreases monotonically and approaches a minimum plateau, and the spatial fluctuation variance between the local entropy generation rates of each structural segment increases dramatically during this period, then the foundation system is considered to have entered a critical self-organized phase transition precursor stage far from equilibrium. The total entropy generation rate value corresponding to the starting moment of the phase transition precursor stage is extracted as the entropy increase threshold, and a discrimination signal for early warning of sudden subsidence disaster is triggered based on the entropy increase threshold to indicate that the microstructure of the foundation soil is about to undergo a dissipative structure transition from a stable laminar flow state to a shear zone penetrating state.

[0066] It should be noted that during the long-term operation of a wharf, soft soil foundations, in addition to foreseeable consolidation settlement and creep deformation, may suddenly transition from a stable deformation state to an unstable state with shear band penetration and a sharp increase in settlement rate when external environmental disturbances or internal structural deterioration accumulate to a certain extent. This sudden instability, driven by the evolution of dissipative structures within the soil microstructure, has strong nonlinearity and critical mutation characteristics. Traditional early warning methods based on displacement-time curve extrapolation or empirical threshold judgment often fail to provide clear signals before it occurs, easily leading to delayed and passive engineering responses. In view of this, this embodiment first extracts the settlement deformation rate sequence of each structural segment within a continuous equal time window based on the axial coordinated settlement deformation data obtained under long-term cyclic loading of each structural segment, and calculates the first-order sum of squares of the settlement deformation rate sequence between adjacent time windows. The physical meaning of the calculation result is that it is proportional to the change in the dissipation rate of plastic deformation work converted into heat energy inside the soil. In this embodiment, it is defined as the deformation energy density change rate, which is used to quantify the fluctuation range of dissipated energy density inside the foundation soil.

[0067] Subsequently, the deformation energy density change rate is productted with the generalized thermodynamic force increment of the soil skeleton derived from the Kelvin-Maxwell viscoelastic constitutive model under the concurrent wharf load, thereby obtaining the discrete sequence of local entropy generation rate of each structural segment foundation unit per unit time. The generalized thermodynamic force increment refers to the change of the thermodynamic conjugate force corresponding to the viscoelastic deformation of the soil within a time step, and its value can be derived from the stress state variables in the constitutive model; while the local entropy generation rate is a thermodynamic state parameter characterizing the strength of the irreversible dissipation process inside the foundation unit. The larger its value, the greater the degree to which the unit deviates from the thermodynamic equilibrium state under the current load condition.

[0068] Then, the local entropy generation rates of each structural segment are weighted and integrated along the wharf axis according to the length of their corresponding structural segments, forming a total entropy generation rate time history curve reflecting the overall irreversible dissipation intensity of the foundation system. The system continuously monitors the change in the sign of the second derivative of this total entropy generation rate time history curve over time. When the total entropy generation rate changes from a stable fluctuation state to a continuous decline, and its second derivative shows an alternating zero crossing point, it indicates that the foundation system is deviating from the linear non-equilibrium thermodynamic branch and approaching the inflection point of the nonlinear region. At this time, the dissipative structure inside the system is undergoing a qualitative change. After this inflection point, if the total entropy generation rate further shows a monotonically decreasing trend and gradually approaches a minimum plateau, and within the same time period, the spatial fluctuation variance between the local entropy generation rates of each structural segment shows a step amplification, the system determines that the foundation has entered the pre-stage of critical self-organized phase transition, far from equilibrium. The appearance of this stage means that the microstructure inside the soil is spontaneously evolving from a uniform dissipation mode to a strain localization mode, which is an early signal that the shear zone is about to be connected.

[0069] Based on this, the total entropy generation rate corresponding to the starting moment of the phase transition precursor stage is extracted as the entropy increase threshold, and a discrimination signal for early warning of sudden settlement disasters is triggered according to this threshold. The output of the discrimination signal can indicate to design or operation and maintenance personnel that the microstructure of the foundation soil is about to undergo a dissipative structural transition from a stable laminar flow state to a shear zone-connected state. This provides a clear decision-making basis for taking intervention measures such as emergency reinforcement, load limitation, or enhanced monitoring, thereby enabling the early identification of internal instability precursors that are difficult to detect with conventional displacement monitoring.

[0070] In the several embodiments provided in this application, it should be understood that the disclosed devices and methods can be implemented in other ways. The device embodiments described above are merely illustrative. For example, the division of units is only a logical functional division, and in actual implementation, there may be other division methods, such as: multiple units or components can be combined, or integrated into another system, or some features can be ignored or not executed. In addition, the coupling, direct coupling, or communication connection between the various components shown or discussed can be through some interfaces, and the indirect coupling or communication connection between devices or units can be electrical, mechanical, or other forms.

[0071] The units described above as separate components may or may not be physically separate. The components shown as units may or may not be physical units. They may be located in one place or distributed across multiple network units. Some or all of the units may be selected to achieve the purpose of this embodiment according to actual needs.

[0072] In addition, in the various embodiments of the present invention, each functional unit can be integrated into one processing unit, or each unit can be a separate unit, or two or more units can be integrated into one unit; the integrated unit can be implemented in hardware or in the form of hardware plus software functional units.

[0073] Those skilled in the art will understand that all or part of the steps of the above method embodiments can be implemented by hardware related to program instructions. The aforementioned program can be stored in a computer-readable storage medium. When the program is executed, it performs the steps of the above method embodiments. The aforementioned storage medium includes various media capable of storing program code, such as mobile storage devices, read-only memory (ROM), random access memory (RAM), magnetic disks, or optical disks.

[0074] Alternatively, if the integrated units of this invention are implemented as software functional modules and sold or used as independent products, they can also be stored in a computer-readable storage medium. Based on this understanding, the technical solutions of the embodiments of this invention, or the parts that contribute to the prior art, can be embodied in the form of a software product. This computer software product is stored in a storage medium and includes several instructions to cause a computer device (which may be a personal computer, server, or network device, etc.) to execute all or part of the methods of the various embodiments of this invention. The aforementioned storage medium includes various media capable of storing program code, such as mobile storage devices, ROM, RAM, magnetic disks, or optical disks.

[0075] The above are merely specific embodiments of the present invention, but the scope of protection of the present invention is not limited thereto. Any changes or substitutions that can be easily conceived by those skilled in the art within the scope of the technology disclosed in the present invention should be included within the scope of protection of the present invention.

Claims

1. A gravity-based wharf settlement and deformation control method based on axial deformation coordination, characterized in that, Includes the following steps: Step S1: Obtain geological survey data and wharf structure design data for the target project area, establish a three-dimensional geological model containing multiple soil layers, and extract the corresponding geological profiles for each of the multiple structural segments constituting the gravity wharf, generating a two-dimensional finite element calculation model for each structural segment. Step S2: Based on the geological survey data, call the experience database to determine the mechanical parameters of each soil layer and assign them to the two-dimensional finite element calculation model. Combine the preset wharf load distribution to perform elastoplastic finite element calculation and obtain the independent settlement deformation results of each structural segment as time changes. Step S3: For each target structural segment, extract the independent settlement deformation results of a predetermined number of adjacent structural segments arranged continuously along the axial direction of the wharf, including the segment itself, and perform weighted summation according to a predetermined set of weighting coefficients to obtain the axial coordinated settlement deformation results of the target structural segment. Step S4: Compare the axial coordinated settlement deformation results of each structural segment with the preset deformation control standard to determine whether there is any excessive deformation. Step S5: If there is excessive deformation, a polling mechanism is used to identify the specific structural segment that contributes the most to the excessive deformation, and a preset foundation reinforcement scheme is applied to the foundation area corresponding to the specific structural segment to update its mechanical parameters. Then, based on the updated mechanical parameters, the process returns to steps S2 to S4. Step S6: Repeat step S5 until the axial coordinated settlement deformation results of all structural segments meet the deformation control criteria, and output the final foundation reinforcement design scheme.

2. The gravity-based wharf settlement and deformation control method based on axial deformation coordination according to claim 1, characterized in that, In step S2, the Kelvin-Maxwell viscoelastic constitutive model is used to characterize the mechanical properties of each soil layer. The mechanical parameters include at least the compression coefficient for describing the compression and rebound characteristics of the soil, the damping coefficient for characterizing the overall drainage rate of the soil, and the creep damping coefficient for characterizing the creep deformation characteristics of the soil. The independent settlement deformation results are a set of time series data that vary with time, including the vertical and horizontal displacements of the front toe, rear toe, leading edge, and trailing edge of the gravity wharf structure section.

3. The gravity-type wharf settlement deformation control method based on axial deformation coordination according to claim 1, characterized in that, In step S3, the preset quantity is five, that is, for the i-th target structural segment, the independent settlement deformation results of the i-2, i-1, i, i+1, and i+2 structural segments are extracted and weighted and summed; when the target structural segment is located at the end of the wharf and there are not enough adjacent structural segments, the independent settlement deformation result corresponding to the missing structural segment is assigned to zero; the weighting coefficient set is [0.1, 0.2, 0.4, 0.2, 0.1], which correspond to the i-2, i-1, i, i+1, and i+2 structural segments respectively.

4. The gravity-type wharf settlement and deformation control method based on axial deformation coordination according to claim 1, characterized in that, In step S5, the specific structural segment that contributes the most to the excessive deformation is identified by using a polling mechanism. Specifically, the independent settlement deformation results of each structural segment are compared one by one, and the structural segment with the largest independent settlement deformation is identified as the specific structural segment that contributes the most to the overall excessive deformation.

5. The gravity-type wharf settlement deformation control method based on axial deformation coordination according to claim 1, characterized in that, The experience database pre-stores the conversion relationship of conventional soil mechanics model parameters, the mapping relationship between different foundation reinforcement schemes and soil mechanics parameter increments, and the weighting coefficient set; in step S5, applying the preset foundation reinforcement scheme to update its mechanical parameters specifically involves: according to the foundation reinforcement scheme selected by the user, calling the corresponding soil mechanics parameter increment data from the experience database, and superimposing and updating the mechanical parameters of the foundation area corresponding to the specific structural segment.

6. The gravity-type wharf settlement and deformation control method based on axial deformation coordination according to claim 1, characterized in that, In step S5, the step of performing elastoplastic finite element calculations based on the preset wharf load distribution to obtain the independent settlement deformation results of each structural segment over time is as follows: Based on the geological survey data, an empirical database is called to assign the compression coefficient, drainage damping coefficient and creep damping coefficient of each soil layer to the corresponding soil layer unit in order to construct the Kelvin-Maxwell viscoelastic constitutive model. The pre-defined wharf load distribution is divided into several loading stages according to the construction period and the service period. Within the time step of each loading stage, the wharf structure's self-weight, water pressure, and service load are converted into the equivalent nodal force increment at the bottom boundary of the corresponding structural segment. Within the current time step, the two-dimensional finite element calculation model is iteratively solved using the stiffness matrix corresponding to the viscoelastic constitutive model to obtain the nodal displacement increment field containing instantaneous elastic displacement, viscoelastic hysteresis displacement and creep cumulative displacement. The incremental field of nodal displacement at each time step is accumulated and superimposed along the time axis, and the vertical and horizontal displacement components at the front toe node, rear toe node, leading edge node and trailing edge node of each structural segment are extracted from the accumulated nodal displacement field. The extracted vertical and horizontal displacement components of each node are arranged in a time series to form the independent settlement and deformation results of each structural segment over time.

7. The gravity-type wharf settlement and deformation control method based on axial deformation coordination according to claim 1, characterized in that, In step S5, applying a preset foundation reinforcement scheme to the foundation area corresponding to the specific structural segment to update its mechanical parameters specifically involves: Based on the specific structural segment determined by the polling mechanism, the soil unit numbers constituting the bearing layer of the foundation and the underlying weak layer are identified from the corresponding geological profile, and the element Gaussian stress tensor invariant accumulated in the last time step of the elastic-plastic finite element calculation for each soil unit is extracted. The system receives the target foundation reinforcement scheme type selected by the user and retrieves a cluster of stress sensitivity reduction curves corresponding to the scheme type from the experience database based on orthogonal test calibration. For each identified soil layer unit, the current accumulated unit Gaussian point stress tensor invariant is used as the index independent variable. Interpolation is performed in the stress sensitivity reduction curve cluster to obtain the dynamic correction factor of compression coefficient, dynamic correction factor of drainage damping and dynamic correction factor of creep damping that are adapted to the current stress state of the soil layer unit. The current compression coefficient, drainage damping coefficient, and creep damping coefficient of each soil layer unit are multiplicatively corrected with the corresponding dynamic correction factor to generate the equivalent compression coefficient, equivalent drainage damping coefficient, and equivalent creep damping coefficient after reinforcement, taking into account the influence of the existing stress history. The equivalent compression coefficient, equivalent drainage damping coefficient, and equivalent creep damping coefficient are assigned to the corresponding soil elements in the two-dimensional finite element calculation model corresponding to the specific structural segment, and the original mechanical parameters are replaced in a stress state dependent manner to complete the update of the mechanical parameters of the foundation area of ​​the specific structural segment.

8. The gravity-type wharf settlement deformation control method based on axial deformation coordination according to claim 1, characterized in that, The deformation control criteria include the maximum absolute settlement and / or the maximum differential settlement between adjacent structural segments.

9. The gravity-based wharf settlement and deformation control method based on axial deformation coordination according to claim 1, characterized in that, Step S6 further includes: outputting the final independent settlement deformation results and axial coordinated settlement deformation results of each structural segment, and visually displaying them in the form of time series curves to guide the construction sequence planning and long-term operation and maintenance monitoring of gravity wharves.

10. A gravity-based wharf settlement and deformation control system based on axial deformation coordination, characterized in that, The method for controlling settlement and deformation of a gravity-type wharf as described in any one of claims 1-9 includes: Settlement calculation module: used to acquire geological survey data and wharf structure design data of the target project area, establish a three-dimensional geological model and extract geological profiles for multiple structural sections that constitute the gravity wharf to generate a two-dimensional finite element calculation model; and to call the experience database module to determine the mechanical parameters of each soil layer, and to perform elastoplastic finite element calculations in combination with the wharf load distribution to obtain the independent settlement deformation results of each structural section over time. Axial settlement deformation coordination module: connected to the settlement calculation module, used to receive the independent settlement deformation results, and extract the independent settlement deformation results of a preset number of adjacent structural segments arranged continuously along the axial direction of the wharf for each target structural segment, perform weighted summation based on the weighted coefficient set called from the experience database module, and obtain and output the axial coordinated settlement deformation results of each structural segment. The foundation reinforcement optimization module is connected to both the axial settlement deformation coordination module and the settlement calculation module. It compares the axial coordinated settlement deformation results with a preset deformation control standard to determine whether there is any excessive deformation. If there is excessive deformation, it uses a polling mechanism to identify the specific structural segment that contributes the most to the excessive deformation, generates a foundation reinforcement instruction for the corresponding foundation area of ​​the specific structural segment, and feeds it back to the settlement calculation module to update the corresponding mechanical parameters. It then triggers recalculation until the axial coordinated settlement deformation results of all structural segments meet the deformation control standard. The experience database module is connected to the settlement calculation module, the axial settlement deformation coordination module, and the foundation reinforcement optimization module, respectively. It is used to provide and store the conversion relationship of soil mechanics model parameters, the mapping relationship between different foundation reinforcement schemes and soil mechanics parameter increments, and the weighted coefficient set.

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