A high-pile wharf vulnerability analysis method based on shaft force correction and related equipment

Abstract

The application discloses a kind of based on axial force correction's high-pile wharf vulnerability analysis method and related equipment, method includes: according to the interaction of high-pile wharf and liquefied soil is constructed to obtain three-dimensional finite element model;Seismic record is input three-dimensional finite element model and is carried out nonlinear dynamic time-history analysis, and dynamic response time-history data is obtained;According to dynamic response time-history data, curvature of each pile section in high-pile wharf is handled with axial force dynamic correction and pile body damage analysis, and plastic curvature ratio is obtained;According to energy weight coefficient, plastic curvature ratio is handled with wharf overall damage level mapping, and group pile system overall damage index is obtained;According to group pile system overall damage index, the condition probability that structural response exceeds damage state threshold under preset seismic intensity is calculated, and seismic vulnerability curve is obtained.The application embodiment can improve the vulnerability analysis efficiency of high-pile wharf, and can be widely applied in structural engineering technical field.

Description

Technical Field

[0001] This application relates to the field of structural engineering technology, and in particular to a vulnerability analysis method and related equipment for high-pile wharves based on axial force correction. Background Technology

[0002] In related technologies, there are methods for damage analysis using the overall displacement of the wharf, that is, using pile top displacement or deck displacement as damage indicators. However, in practical applications, it has been found that the overall displacement of the wharf includes both the overall translational component caused by soil liquefaction and the deformation component caused by damage to the pile foundation itself. If displacement is simply used as the only damage indicator, it can easily affect the accuracy of damage assessment.

[0003] In summary, the technical problems existing in the relevant technologies need to be improved. Summary of the Invention

[0004] The main objective of this application is to propose a vulnerability analysis method and related equipment for high-pile wharves based on axial force correction, which can improve the accuracy of damage analysis for high-pile wharves.

[0005] To achieve the above objectives, one aspect of this application proposes a vulnerability analysis method for high-pile wharves based on axial force correction, the method comprising: A three-dimensional finite element model was constructed based on the interaction between the high-pile wharf and the liquefied soil. The seismic motion records are input into the three-dimensional finite element model for nonlinear dynamic time history analysis to obtain dynamic response time history data. Based on the dynamic response time history data, the curvature of each pile section in the high-pile wharf is dynamically corrected by axial force and the pile body damage is analyzed to obtain the plastic curvature ratio. The overall damage level of the wharf is mapped by the energy weighting coefficient to the plastic curvature ratio, and the overall damage index of the pile group system is obtained. Based on the overall damage index of the pile group system, the conditional probability that the structural response exceeds the damage state threshold under a preset seismic intensity is calculated, and the seismic vulnerability curve is obtained.

[0006] In some embodiments, the step of performing axial force dynamic correction processing and pile damage analysis processing on the curvature of each pile section in the high-pile wharf based on the dynamic response time history data to obtain the plastic curvature ratio includes the following steps: Instantaneous axial force and seismic response time history curvature are obtained based on the dynamic response time history data; The yield curvature of each pile section in the high-pile wharf is corrected based on the instantaneous axial force to obtain the axial force-corrected dynamic curvature. Based on the earthquake response time history curvature, the axial force-corrected dynamic curvature is used to perform pile damage analysis, and the plastic curvature ratio is obtained.

[0007] In some embodiments, the step of correcting the yield curvature of each pile section in the high-pile wharf based on the instantaneous axial force to obtain the axial force-corrected dynamic curvature includes the following steps: The instantaneous axial force is subjected to force analysis to obtain the axial force type; Determine the dynamic correction formula for axial force based on the type of axial force; The axial force correction dynamic curvature is calculated by combining the instantaneous axial force with the section parameters of each pile section in the high-pile wharf according to the axial force dynamic correction formula.

[0008] In some embodiments, the step of performing pile damage analysis based on the seismic response time history curvature to the axial force-corrected dynamic curvature, and obtaining the plastic curvature ratio, includes the following steps: The shape of the cross-section of each pile in the high-pile wharf is analyzed to obtain the boundary conditions; The ductility coefficient calculation formula is determined based on the boundary conditions, and the ductility coefficient is calculated by combining the ductility coefficient calculation formula with the section parameters of each pile section in the high-pile wharf. The plastic curvature ratio is obtained by dividing the seismic response time history curvature by the axial force-corrected dynamic curvature. The damage state of each pile in the high-pile wharf is obtained by comparing the plastic curvature ratio with the ductility coefficient.

[0009] In some embodiments, the process of mapping the overall damage level of the wharf based on the plastic curvature ratio using an energy weighting coefficient to obtain the overall damage index of the pile group system includes the following steps: The contribution ratio of the total strain energy accumulated by each pile in the high-pile wharf during the structural earthquake is calculated to obtain the energy weighting coefficient. The overall damage index of the pile group system is obtained by comprehensively calculating the plastic curvature ratio based on the energy weighting coefficient.

[0010] In some embodiments, the calculation of the contribution ratio of the total strain energy accumulated by each pile in the high-pile wharf during the structural earthquake to obtain the energy weighting coefficient includes the following steps: The axial tensile and compressive strain energy, bending strain energy, and shear strain energy of each pile in the high-pile wharf are calculated to obtain the strain energy of each pile. The total strain energy of the high-pile wharf is obtained by summing the strain energy of all piles in the high-pile wharf. The energy weighting coefficient is obtained by proportionally calculating the total strain energy of the high-pile wharf based on the strain energy of each pile.

[0011] In some embodiments, the step of calculating the conditional probability that the structural response exceeds the damage state threshold under a preset seismic intensity based on the overall damage index of the pile group system, and obtaining the seismic vulnerability curve, includes the following steps: The damage state threshold was obtained by performing push-over analysis on the three-dimensional finite element model. A probabilistic earthquake demand model is constructed by performing linear regression analysis based on the overall damage index of the pile group system and the preset seismic intensity index. The probability value of the overall damage index of the pile group system exceeding the damage state threshold under the preset seismic intensity index is calculated based on the probabilistic earthquake demand model, and the seismic vulnerability curve is plotted.

[0012] To achieve the above objectives, another aspect of this application proposes a vulnerability analysis device for high-pile wharves based on axial force correction, the device comprising: The finite element analysis module is used to construct a three-dimensional finite element model based on the interaction between the high-pile wharf and the liquefied soil. The time history analysis module is used to input the ground motion record into the three-dimensional finite element model for nonlinear dynamic time history analysis to obtain dynamic response time history data; The pile damage analysis module is used to perform axial force dynamic correction processing and pile damage analysis processing on the curvature of each pile section in the high pile wharf based on the dynamic response time history data, and to obtain the plastic curvature ratio. The overall damage analysis module is used to perform overall damage level mapping processing on the plastic curvature ratio of the wharf according to the energy weighting coefficient, so as to obtain the overall damage index of the pile group system. The vulnerability analysis module is used to calculate the conditional probability that the structural response exceeds the damage state threshold under a preset seismic intensity based on the overall damage index of the pile group system, and to obtain the seismic vulnerability curve.

[0013] To achieve the above objectives, another aspect of this application provides an electronic device, which includes a memory and a processor. The memory stores a computer program, and the processor executes the computer program to implement the method described above.

[0014] To achieve the above objectives, another aspect of the embodiments of this application proposes a computer-readable storage medium storing a computer program that, when executed by a processor, implements the methods described above.

[0015] The embodiments of this application include at least the following beneficial effects: This application provides a vulnerability analysis method and related equipment for high-pile wharves based on axial force correction. This scheme uses dynamic response time history data to perform axial force dynamic correction processing and pile damage analysis processing on the curvature of each pile section in the high-pile wharf, obtaining the plastic curvature ratio. It can introduce the dynamic curvature updated in real time with axial force to calculate the plastic curvature ratio as a standardized index characterizing local damage of the pile foundation, improving the accuracy of quantifying the true damage of a single pile. Furthermore, this scheme performs overall wharf damage level mapping processing on the plastic curvature ratio according to the energy weighting coefficient, obtaining an overall damage index of the pile group system. It can quantitatively map from the damage of a single pile component to the overall functional degradation of the pile group system, improving the efficiency of analyzing the overall stress and failure characteristics of complex pile group systems. Attached Figure Description

[0016] Figure 1 This is a schematic diagram of an implementation environment provided in the embodiments of this application; Figure 2 This is a flowchart of a vulnerability analysis method for high-pile wharves based on axial force correction provided in an embodiment of this application; Figure 3 This is a schematic diagram of a fragility curve provided in an embodiment of this application; Figure 4 This is a schematic diagram of a vulnerability analysis device for a high-pile wharf based on axial force correction provided in an embodiment of this application; Figure 5 This is a schematic diagram of the hardware structure of the electronic device provided in the embodiments of this application. Detailed Implementation

[0017] To make the objectives, technical solutions, and advantages of this application clearer, the following detailed description is provided in conjunction with the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative of this application and are not intended to limit it. In the following description, when referring to the accompanying drawings, unless otherwise indicated, the same numbers in different drawings represent the same or similar elements. The embodiments described in the following exemplary embodiments do not represent all embodiments consistent with those of this application; they are merely examples of apparatuses and methods consistent with some aspects of the embodiments of this application as detailed in the appended claims.

[0018] It is understood that the terms “first,” “second,” etc., used in this application may be used herein to describe various concepts, but unless otherwise stated, these concepts are not limited by these terms. These terms are only used to distinguish one concept from another. For example, without departing from the scope of the embodiments of this application, first information may also be referred to as second information, and similarly, second information may also be referred to as first information. Depending on the context, the words “if,” “when,” or “in response to a determination” as used herein may be interpreted as “when…” or “when…” or “in response to a determination.”

[0019] As used in this application, the terms "at least one", "multiple", "each", "any", etc., "at least one" includes one, two or more, "multiple" includes two or more, "each" refers to each of the corresponding multiples, and "any" refers to any one of the multiples.

[0020] Unless otherwise defined, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this application belongs. The terminology used herein is for the purpose of describing embodiments of this application only and is not intended to limit this application.

[0021] Before providing a detailed description of the embodiments of this application, some of the nouns and terms involved in the embodiments of this application will be explained first. The nouns and terms involved in the embodiments of this application are subject to the following interpretations.

[0022] 1) High-pile wharves refer to a port structure consisting of an upper wharf deck and multiple lower piles, which are often used in deep water or soft foundation areas.

[0023] 2) Liquefaction sites refer to foundation sites where, under seismic action, saturated sand or silt experiences a rapid increase in pore water pressure, resulting in a significant decrease in strength and stiffness, and exhibiting a liquid-like state.

[0024] 3) Vulnerability analysis is an analytical method that studies the probability of a structure reaching a certain damage state under earthquakes of different intensities. The output is usually a "vulnerability curve".

[0025] 4) A pile group system refers to a wharf substructure system composed of multiple straight and inclined piles that work together to bear the load.

[0026] Port terminals are critical infrastructure in maritime logistics systems. High-pile wharves, in particular, are widely used in coastal and riverine port projects due to their strong adaptability to varying water depths, ease of construction, and good load-bearing capacity. Since many ports are located in seismically active zones, the safety of high-pile wharves under seismic loads directly affects the continuity of port functions, the stability of logistics channels, and post-earthquake emergency response capabilities. In liquefied areas, earthquakes cause an increase in pore water pressure and a decrease in effective stress in the soil, leading to foundation liquefaction and lateral expansion. Under such seismic conditions, high-pile wharves may not only experience overall displacement but also fail due to localized bending, plastic development, or even localized damage to the pile foundations. Therefore, accurately assessing the damage probability of high-pile wharves in liquefied areas under different seismic intensities is a key issue in port seismic design and risk assessment.

[0027] In related technologies, there are methods for damage analysis using the overall displacement of the wharf, that is, using pile top displacement or deck displacement as damage indicators. However, in practical applications, it has been found that the overall displacement of the wharf includes both the overall translational component caused by soil liquefaction and the deformation component caused by damage to the pile foundation itself. If displacement is simply used as the only damage indicator, it can easily affect the accuracy of damage assessment.

[0028] For example, in liquefied slope sites, the overall displacement of a wharf is often a combination of rigid displacement caused by the lateral expansion of soil liquefaction and local bending damage deformation of the pile foundation section. Displacement indicators in related technologies cannot distinguish between the two, easily leading to underestimation or misjudgment of the true physical damage state of the pile foundation.

[0029] In view of this, this application provides a vulnerability analysis method and related equipment for high-pile wharves based on axial force correction. This method constructs a three-dimensional finite element model based on the interaction between the high-pile wharf and liquefiable soil. Seismic ground motion records are input into the three-dimensional finite element model for nonlinear dynamic time-history analysis to obtain dynamic response time-history data. Based on the dynamic response time-history data, the curvature of each pile section in the high-pile wharf is dynamically corrected by axial force and the pile body damage is analyzed to obtain the plastic curvature ratio. The plastic curvature ratio is mapped to the overall damage level of the wharf based on the energy weighting coefficient to obtain the overall damage index of the pile group system. Based on the overall damage index of the pile group system, the conditional probability that the structural response exceeds the damage state threshold under a preset seismic ground motion intensity is calculated to obtain the seismic vulnerability curve element. This method can introduce a dynamic curvature limit value that is updated in real time with axial force, accurately quantifying the actual damage of a single pile. Simultaneously, combined with strain energy weighting, the damage of a single pile is scientifically mapped to the global damage of the system, thereby constructing a high-precision probabilistic seismic demand model, providing more reliable theoretical support for the seismic performance evaluation of high-pile wharves.

[0030] This application provides a vulnerability analysis method for high-pile wharves based on axial force correction, relating to the field of structural engineering technology. This vulnerability analysis method can be applied to a terminal, a server, or software running on either a terminal or a server. In some embodiments, the terminal can be a smartphone, tablet, laptop, desktop computer, etc., but is not limited to these. The server can be configured as an independent physical server, a server cluster or distributed system composed of multiple physical servers, or a cloud server providing basic cloud computing services such as cloud services, cloud databases, cloud computing, cloud functions, cloud storage, network services, cloud communication, middleware services, domain name services, security services, CDN, and big data and artificial intelligence platforms. The server can also be a node server in a blockchain network. The software can be an application implementing the vulnerability analysis method for high-pile wharves based on axial force correction, etc., but is not limited to the above forms.

[0031] This application can be used in a wide variety of general-purpose or special-purpose computer system environments or configurations. Examples include: personal computers, server computers, handheld or portable devices, tablet devices, multiprocessor systems, microprocessor-based systems, set-top boxes, programmable consumer electronics devices, network PCs, minicomputers, mainframe computers, and distributed computing environments including any of the above systems or devices. This application can be described in the general context of computer-executable instructions executed by a computer, such as program modules. Generally, program modules include routines, programs, objects, components, data structures, etc., that perform specific tasks or implement specific abstract data types. This application can also be practiced in distributed computing environments where tasks are performed by remote processing devices connected via a communication network. In distributed computing environments, program modules can reside in local and remote computer storage media, including storage devices.

[0032] Figure 1 This is a schematic diagram illustrating the implementation environment of a method provided in an embodiment of this application. (Refer to...) Figure 1 The main hardware and software components of this implementation environment include a terminal 101 and a server 102, which are communicatively connected. The method can be executed based on the interaction between the terminal 101 and the server 102. Furthermore, the terminal 101 and the server 102 can be nodes in a blockchain; this embodiment does not specifically limit this.

[0033] Figure 2 This is an optional flowchart of a vulnerability analysis method for high-pile wharves based on axial force correction provided in an embodiment of this application. Figure 2 The method may include, but is not limited to, steps S201 to S206.

[0034] Step S201: A three-dimensional finite element model is constructed based on the interaction between the high-pile wharf and the liquefied soil. Step S202: Input the ground motion record into the three-dimensional finite element model for nonlinear dynamic time history analysis to obtain dynamic response time history data; Step S203: Based on the dynamic response time history data, the curvature of each pile section in the high-pile wharf is subjected to axial force dynamic correction processing and pile body damage analysis processing to obtain the plastic curvature ratio. Step S204: Map the overall damage level of the wharf to the plastic curvature ratio based on the energy weighting coefficient to obtain the overall damage index of the pile group system. Step S205: Calculate the conditional probability that the structural response exceeds the damage state threshold under a preset seismic intensity based on the overall damage index of the pile group system, and obtain the seismic vulnerability curve.

[0035] Steps S201 to S205 of this embodiment establish a three-dimensional nonlinear numerical model including the foundation soil, pile foundation, upper wharf panel, and pile-soil interaction, providing basic data for subsequent damage index extraction. Then, by selecting multiple representative seismic ground motion records and inputting them into the model for nonlinear dynamic time history analysis, the time response data of each pile foundation during the entire earthquake process, i.e., dynamic response time history data, can be extracted. Based on the dynamic response time history data, the curvature of each pile section in the high-pile wharf can be dynamically corrected in real time. Based on the corrected curvature, the plastic curvature ratio can be calculated, and the damage state of each pile can be evaluated based on the plastic curvature ratio, using it as a pile damage index. This embodiment also calculates the overall damage state of the wharf pile group structure under seismic loading based on energy weighting, comprehensively reflecting the overall damage level of the high-pile wharf by linking the local damage of a single pile with the overall stress behavior of the pile group. Finally, by calculating the conditional probability that the structural response exceeds a specific damage state threshold under a given seismic ground motion intensity, a seismic vulnerability curve is plotted.

[0036] One of the above technical solutions has the following advantages or beneficial effects: By using curvature as the underlying damage analysis index, the embodiments of this application can effectively distinguish between the overall displacement of the liquefaction site and the local damage deformation of the pile foundation, more realistically reflect the dynamic changes in the damage capacity of the pile foundation under strong earthquake, and improve the efficiency of vulnerability analysis of high pile wharves by quantitatively mapping from local damage of a single pile to overall damage of the pile group system.

[0037] In step S201 of some embodiments, a three-dimensional finite element model is constructed based on the interaction between the high-pile wharf and the liquefied soil.

[0038] For example, this application embodiment establishes a three-dimensional nonlinear numerical model including foundation soil, pile foundation, upper wharf panel, and pile-soil interaction. The soil component considers liquefaction characteristics; the pile foundation component considers material nonlinearity and geometric nonlinearity; an interaction relationship is established between the pile and soil; after inputting seismic motion, the model can obtain the pile curvature, bending moment, axial force, displacement, and other responses throughout the earthquake process, and can be established using the finite element method. The three-dimensional finite element model constructed in this application embodiment can provide basic data for subsequent damage index extraction.

[0039] In step S202 of some embodiments, the seismic motion record is input into the three-dimensional finite element model for nonlinear dynamic time history analysis to obtain dynamic response time history data.

[0040] For example, in this embodiment of the application, multiple representative ground motion records are selected and input into a three-dimensional finite element model for nonlinear dynamic time history analysis. This allows for the extraction of time-response data for each pile foundation throughout the entire earthquake process, including instantaneous axial force, instantaneous bending moment, instantaneous shear force, and the instantaneous actual curvature of the cross section. The key locations for analysis can be selected as near the pile top, near the liquefaction layer, or locations where bending moment or plastic development is more pronounced, but are not limited to these.

[0041] The nonlinear dynamic time history analysis in this embodiment is performed after the initial stress field, pore pressure field, and structural gravity equilibrium state of the model are completed. Specifically, the process is as follows: First, soil consolidation analysis and structural gravity analysis are performed to bring the model to its initial equilibrium state before the earthquake input; then, the soil constitutive model is switched to the elastoplastic stage, and the true permeability coefficient of the soil is restored; next, the lateral fixed constraints in the earthquake input direction are removed, and free field boundaries are set to simulate a semi-infinite site; finally, the earthquake acceleration time history is input at the bottom of the model via a command to perform nonlinear dynamic calculations. During the calculation, the axial force, bending moment, shear force, displacement, and curvature response data of each pile's key sections are output at each time step. Then, the peak response or envelope response of each pile during the entire earthquake process is extracted based on the output time history and used for subsequent dynamic curvature threshold calculation, plastic curvature ratio calculation, and overall damage index calculation.

[0042] In step S203 of some embodiments, the step of performing axial force dynamic correction processing and pile body damage analysis processing on the curvature of each pile section in the high-pile wharf based on the dynamic response time history data to obtain the plastic curvature ratio includes the following steps: Instantaneous axial force and seismic response time history curvature are obtained based on the dynamic response time history data; The yield curvature of each pile section in the high-pile wharf is corrected based on the instantaneous axial force to obtain the axial force-corrected dynamic curvature. Based on the earthquake response time history curvature, the axial force-corrected dynamic curvature is used to perform pile damage analysis, and the plastic curvature ratio is obtained.

[0043] In this embodiment, the dynamic response time history data may include data such as instantaneous axial force, instantaneous bending moment, instantaneous shear force, and the instantaneous actual curvature of the cross section. Instantaneous axial force and seismic response time history curvature can be extracted from the dynamic response time history data. Based on the extracted instantaneous axial force, the yield curvature limit value of each pile cross section is dynamically corrected in real time to obtain the axial force-corrected dynamic curvature. To fully consider the influence of axial force on the pile's deformation capacity, this embodiment introduces the plastic curvature ratio as a pile damage index. By comparing the actual seismic response curvature with the curvature limit value considering axial force correction, the damage state of each pile is normalized and quantitatively assessed.

[0044] One of the above technical solutions has the following advantages or beneficial effects: The embodiment of this application changes the damage characterization from displacement index to curvature damage index under dynamic damage threshold considering the influence of axial force, which can reduce the interference of wharf rigid body displacement caused by lateral flow of soil in liquefied sites on damage judgment, thereby improving the pertinence of damage identification.

[0045] In some embodiments, the step of correcting the yield curvature of each pile section in the high-pile wharf based on the instantaneous axial force to obtain the axial force-corrected dynamic curvature includes the following steps: The instantaneous axial force is subjected to force analysis to obtain the axial force type; Determine the dynamic correction formula for axial force based on the type of axial force; The axial force correction dynamic curvature is calculated by combining the instantaneous axial force with the section parameters of each pile section in the high-pile wharf according to the axial force dynamic correction formula.

[0046] For example, in the absence of axial force, the yield curvature and ultimate curvature can be calculated based on the damage plastic hinge theory of steel pipe piles. First, based on the cross-sectional parameters of the steel pipe pile, including outer diameter, wall thickness, moment of inertia, section modulus of bending, elastic modulus, and yield stress, the baseline yield curvature without considering the influence of axial force is determined. At this point, the yield curvature of the steel is fixed, as it is an inherent property of the material; as long as it meets the standards, this curvature is definite. Then, the ductility factor is determined based on the pile length, effective length, section radius of gyration, and boundary conditions, and the ultimate curvature is determined by the yield curvature and the ductility factor. In the embodiments of this application, during the dynamic analysis, the yield curvature and ultimate curvature are corrected according to the axial force at each moment, thereby obtaining a dynamic curvature limit value considering the influence of axial force.

[0047] In this embodiment, a dynamic analysis is performed on the instantaneous axial force to determine whether it is a compressive or tensile force, thus obtaining the axial force type. Different dynamic correction formulas for axial force can be derived based on different axial force types. When the pile is under compressive stress, i.e., when the instantaneous axial force is less than zero, the dynamic correction formula for axial force is: ; In the formula, This represents the axial force-corrected dynamic curvature under pressure conditions. Indicates the axial compressive yield stress. Z Indicates the section modulus of bending. E Indicates the elastic modulus. I Represents the moment of inertia of the cross section. Indicates instantaneous axial force. This represents the yield axial force when considering the reduction of the axial compressive yield stress.

[0048] When the pile is under tension, i.e., when the instantaneous axial force is greater than zero, the dynamic correction formula for the axial force is: ; In the formula, This represents the axial force-corrected dynamic curvature under tension. Indicates yield stress. This represents the yield axial force when a steel pipe is subjected to tensile axial force.

[0049] One of the above technical solutions has the following advantages or beneficial effects: The embodiments of this application utilize the instantaneous axial force extracted from dynamic time history analysis to dynamically calculate and update the yield boundary of the component, providing a basis for subsequent calculation of local damage to the pile body.

[0050] In some embodiments, the step of performing pile damage analysis based on the seismic response time history curvature to the axial force-corrected dynamic curvature, and obtaining the plastic curvature ratio, includes the following steps: The shape of the cross-section of each pile in the high-pile wharf is analyzed to obtain the boundary conditions; The ductility coefficient calculation formula is determined based on the boundary conditions, and the ductility coefficient is calculated by combining the ductility coefficient calculation formula with the section parameters of each pile section in the high-pile wharf. The plastic curvature ratio is obtained by dividing the seismic response time history curvature by the axial force-corrected dynamic curvature. The damage state of each pile in the high-pile wharf is obtained by comparing the plastic curvature ratio with the ductility coefficient.

[0051] In this embodiment, the determination of the ductility coefficient needs to comprehensively consider the influence of the pile's cross-sectional shape retention capacity and effective slenderness ratio. For steel pipe piles, there are two typical boundary conditions: one is the "maintaining circularity" boundary condition, which can maintain a circular cross-section until local buckling occurs; the other is the "unable to maintain circularity" boundary condition, where insufficient soil strength causes the cross-section to gradually become elliptical, accelerating local buckling. Therefore, this embodiment analyzes the shape of the cross-section of each pile in the high-pile wharf to obtain the boundary conditions and thus determine the ductility coefficient calculation formula. In the first boundary condition, the ductility coefficient calculation formula is: ; In the formula, Represents the ductility coefficient. This represents the yield stress correction factor. Indicates the effective length. Indicates the radius of gyration of the cross section. Indicates the thickness of the steel pipe pile. This represents the outer diameter of the steel pipe pile section. The constants in the formula are empirical coefficients given by the standard based on the effective slenderness ratio, diameter-to-thickness ratio, yield stress correction factor, and local buckling condition of the steel pipe pile section, and are used to calculate the ductility coefficient of the steel pipe pile.

[0052] In the second boundary condition, the formula for calculating the ductility coefficient is: ; Specifically, the specification defines the ductility coefficient μ as follows, based on the structural type and section retention conditions of the steel pipe piles: μ=γ(αt / D+b); The coefficients α and b are selected by the specifications according to different structural types and boundary conditions. For high-pile wharf steel pipe piles near the superstructure, when the cross-section can be kept circular, α = -1.24l / r + 209 and b = -0.0119l / r + 1.46 are taken; when the cross-section cannot be kept circular, α = -4.72l / r + 440 and b = 0.0413l / r - 2.55 are taken.

[0053] In this embodiment, the seismic response time history curvature is divided by the axial force-corrected dynamic curvature to obtain the plastic curvature ratio. The formula for calculating the plastic curvature ratio is as follows: ; In the formula, Indicates the first The plastic curvature ratio of the root pile body, Indicates the first Seismic response time history curvature of root piles This indicates the dynamic curvature corrected by axial force.

[0054] This application's embodiments can classify pile foundation damage states based on the calculated plastic curvature ratio, wherein, when < At time 1, it is in the elastic stage; plastic deformation of the pile body has not developed, and the structure is in a recoverable state. ≤ <μ At this stage, the pile body begins to accumulate irreversible deformation, and the damage continues to develop. ≥μ At this point, it is in the ultimate state, the plastic deformation capacity of the pile body is exhausted, and the pile foundation is on the verge of collapse.

[0055] One of the above technical solutions has the following advantages or beneficial effects: The embodiments of this application can incorporate the axial force-bending coupling effect into the vulnerability evaluation logic, define and calculate the plastic curvature ratio as a standardized index characterizing local damage of pile foundation, and improve the evaluation efficiency of single pile construction.

[0056] In step S204 of some embodiments, the step of mapping the overall damage level of the wharf based on the plastic curvature ratio according to the energy weighting coefficient to obtain the overall damage index of the pile group system includes the following steps: The contribution ratio of the total strain energy accumulated by each pile in the high-pile wharf during the structural earthquake is calculated to obtain the energy weighting coefficient. The overall damage index of the pile group system is obtained by comprehensively calculating the plastic curvature ratio based on the energy weighting coefficient.

[0057] In this embodiment, the plastic curvature ratio only reflects the damage degree of a certain section of the pile body, and cannot comprehensively assess the overall damage state and functional degradation of the wharf pile group structure under seismic loading. Therefore, this embodiment proposes an energy-weighted overall curvature ratio as a wharf damage index. The core of this index lies in introducing weighting coefficients to quantify the contribution ratio of axial tensile and compressive strain energy, bending strain energy, and shear strain energy of the pile body during the yielding process to the total strain energy accumulated during the earthquake. This connects the local damage of a single pile with the overall stress behavior of the pile group, providing a comprehensive reflection of the overall damage level of the wharf.

[0058] One of the above technical solutions has the following advantages or beneficial effects: The embodiment of this application adopts the energy weighting method, which weights and summarizes the local damage according to the strain energy contribution of each pile during the earthquake, and can quantitatively map from the local damage of a single pile to the overall damage of the pile group system, thereby improving the accuracy of vulnerability analysis.

[0059] In some embodiments, the calculation of the contribution ratio of the total strain energy accumulated by each pile in the high-pile wharf during the structural earthquake to obtain the energy weighting coefficient includes the following steps: The axial tensile and compressive strain energy, bending strain energy, and shear strain energy of each pile in the high-pile wharf are calculated to obtain the strain energy of each pile. The total strain energy of the high-pile wharf is obtained by summing the strain energy of all piles in the high-pile wharf. The energy weighting coefficient is obtained by proportionally calculating the total strain energy of the high-pile wharf based on the strain energy of each pile.

[0060] In this embodiment of the application, the axial tensile and compressive strain energy, bending strain energy, and shear strain energy of each pile in the high-pile wharf are calculated. The calculation formula for the axial tensile and compressive strain energy is as follows: ; In the formula, U N This represents the axial tensile and compressive strain energy. N(x) This represents the axial force value of the pile along its length. E Indicates the elastic modulus. A This indicates the cross-sectional area of ​​the pile foundation.

[0061] The formula for calculating bending strain energy is as follows: ; In the formula, U M Represents bending strain energy. M(x) This represents the bending moment along the length of the pile. I It represents the moment of inertia of the cross section.

[0062] The formula for calculating shear strain energy is shown below: ; In the formula, U V Represents shear strain energy. V(x) This represents the shear force along the length of the pile.

[0063] In this embodiment, the strain energy of each pile is obtained by summing the axial tensile and compressive strain energy, bending strain energy, and shear strain energy. Then, the strain energy of all piles is summed to obtain the total strain energy of the high-pile wharf. The energy weighting coefficient is obtained by dividing the strain energy of each pile by the total strain energy of the high-pile wharf. The formula for calculating the energy weighting coefficient is as follows: ; In the formula, This represents the energy weighting coefficient of the i-th pile. This indicates the number of piles in the wharf pile group. This represents the strain energy of the i-th pile.

[0064] After calculating the energy weighting coefficient, this embodiment of the application can calculate the overall curvature ratio of the pile group, thus obtaining the overall damage index of the pile group system. The calculation formula for the overall damage index of the pile group system is as follows: ; In the formula, This indicates the overall damage index of the pile group system.

[0065] One of the above technical solutions has the following advantages or beneficial effects: The embodiments of this application use the total strain energy including axial, bending and shear multi-mode coupling as the basis for system weight allocation, which can quantitatively map from the damage of a single pile component to the overall functional degradation of the pile group system, and better reflect the overall stress and failure characteristics of the complex pile group system.

[0066] In step S205 of some embodiments, the step of calculating the conditional probability that the structural response exceeds the damage state threshold under a preset seismic intensity based on the overall damage index of the pile group system, and obtaining the seismic vulnerability curve, includes the following steps: The damage state threshold was obtained by performing push-over analysis on the three-dimensional finite element model. A probabilistic earthquake demand model is constructed by performing linear regression analysis based on the overall damage index of the pile group system and the preset seismic intensity index. The probability value of the overall damage index of the pile group system exceeding the damage state threshold under the preset seismic intensity index is calculated based on the probabilistic earthquake demand model, and the seismic vulnerability curve is plotted.

[0067] In this embodiment, to link the seismic performance of the structure with the functional loss and repair level in actual engineering, it is necessary to clearly quantify the overall damage state. This embodiment classifies the damage level of a typical wharf into three levels. Level I represents normal use, with minor or no structural damage and minor or no operational impact; Level II represents repairable damage, with controllable structural damage and short-term inoperability; and Level III represents near collapse, with extensive structural damage and near collapse, and long-term or complete inoperability.

[0068] Based on the above classification, this application embodiment uses pushover analysis results to quantify the damage state of the high-pile wharf and determines three critical states as follows: Minor injury threshold ( =0.70): When a pile first reaches its yield curvature, it signifies that the structure has transitioned from an elastic to a plastic state. In this state, the structure requires repair, but overall operation is unaffected, corresponding to a Class I (normal use) failure level. Critical value for moderate damage ( =1.32): The successive formation of plastic hinges on the wharf piles (defined as at least 3 piles in this embodiment) indicates that the wharf damage has expanded from a localized area to widespread yielding. Exceeding this limit will lead to short-term operational disruption, corresponding to a Level II (repairable) damage level; Critical value of severe injury ( =1.89): When any pile reaches its curvature limit, it indicates that the entire structure is close to collapse. This state will lead to long-term or complete shutdown, corresponding to Level III (near collapse) damage level.

[0069] For example, in this embodiment of the application, a gradually increasing lateral load is applied to the established finite element model of a high-pile wharf to obtain the full-process response of the structure from the elastic stage, local yielding, plastic hinge expansion to near the ultimate state. During the pushover analysis, the axial force, bending moment, shear force, and curvature of each pile are continuously extracted, and the plastic curvature ratio of each pile is calculated based on the yield curvature and ultimate curvature after axial force correction; then, the damage of each individual pile is summarized into the overall curvature ratio of the pile group system using the energy weighting method.

[0070] When a pile first reaches its yield curvature, the overall curvature ratio of the corresponding pile group system is taken as the threshold for minor damage, with a calculated result of 0.70. When at least three piles form plastic hinges and the damage extends from a localized area to the entire pile group, the overall curvature ratio of the corresponding pile group system is taken as the threshold for moderate damage, with a calculated result of 1.32. When any pile reaches its ultimate curvature and the structure is close to collapse, the overall curvature ratio of the corresponding pile group system is taken as the threshold for severe damage, with a calculated result of 1.89. These three thresholds correspond to the three damage levels in the code: normal use, repairable, and near collapse.

[0071] This application embodiment selects Arias intensity. I a The optimal seismic intensity index is denoted as , which can be selected based on actual conditions. Combining the obtained engineering demand parameters, namely the overall damage index of the pile group system, a probabilistic seismic demand model is constructed using log-linear regression. The conditional probability that the structural response exceeds a specific damage state threshold under a given seismic intensity is calculated, and the seismic vulnerability curve is plotted. The calculation formula for the probabilistic seismic demand model is shown below: ; In the formula, This represents the median value of the engineering requirements parameters under the given seismic intensity index. The index represents the intensity of ground motion. a and b are parameters of the power-law model, representing the inverse logarithm and slope of the vertical intercept in the probabilistic earthquake demand model, respectively.

[0072] The formula for calculating conditional probability is as follows: ; In the formula, P[EDP≥LS|IM] represents the probability that EDP exceeds a certain limit state given IM, i.e., the exceedance probability. Indicates the engineering requirements parameters, This represents a critical value for a certain damage state. β EDP|IM This represents the logarithmic standard deviation of the EDP given the IM. β C This represents the uncertainty correction parameter, which can take different values ​​depending on the structure. This represents the standard normal cumulative distribution function. See also... Figure 3 In this embodiment of the application, the conditional probability that the structural response exceeds a specific damage state threshold under a given seismic intensity is calculated, thereby obtaining a seismic vulnerability curve.

[0073] One of the above technical solutions has the following advantages or beneficial effects: The embodiments of this application correlate the seismic performance of the structure with the functional loss and repair level in actual engineering, and clearly quantify the overall damage state, thereby improving the efficiency of vulnerability analysis of high-pile wharves.

[0074] The solutions of this application embodiment will be described in detail and explained below with reference to specific application examples: This application's embodiments can be applied to the fields of structural engineering or earthquake engineering technology. By employing vulnerability analysis methods, it describes the probability of a structure reaching different states such as minor, moderate, and severe damage. This application's embodiments can be used to assess the damage probability of high-pile wharves in liquefied land under different earthquake intensities, thereby enabling seismic design and risk assessment of the port. This application's embodiments accurately quantify the actual damage of a single pile by introducing a dynamic curvature limit value that updates in real time with axial force; simultaneously, by combining strain energy weights, it scientifically maps the damage of a single pile to the global damage of the system, thereby constructing a high-precision probabilistic earthquake demand model, and obtaining a vulnerability curve by calculating the exceedance probability.

[0075] Please see Figure 4 This application also provides a vulnerability analysis device for high-pile wharves based on axial force correction, which can implement the above-mentioned vulnerability analysis method for high-pile wharves based on axial force correction. The device includes: Finite element analysis module 401 is used to construct a three-dimensional finite element model based on the interaction between the high-pile wharf and the liquefied soil. The time history analysis module 402 is used to input the ground motion record into the three-dimensional finite element model for nonlinear dynamic time history analysis to obtain dynamic response time history data; The pile damage analysis module 403 is used to perform axial force dynamic correction processing and pile damage analysis processing on the curvature of each pile section in the high pile wharf based on the dynamic response time history data, and obtain the plastic curvature ratio. The overall damage analysis module 404 is used to perform overall damage level mapping processing on the plastic curvature ratio of the wharf according to the energy weighting coefficient, so as to obtain the overall damage index of the pile group system. The vulnerability analysis module 405 is used to calculate the conditional probability that the structural response exceeds the damage state threshold under a preset seismic intensity based on the overall damage index of the pile group system, and to obtain the seismic vulnerability curve.

[0076] It is understood that the content of the above method embodiments is applicable to the present device embodiments. The specific functions implemented by the present device embodiments are the same as those of the above method embodiments, and the beneficial effects achieved are also the same as those achieved by the above method embodiments.

[0077] This application also provides an electronic device, which includes a memory and a processor. The memory stores a computer program, and the processor executes the computer program to implement the above-described method. This electronic device can be any smart terminal, including tablet computers, in-vehicle computers, etc.

[0078] It is understood that the content of the above method embodiments is applicable to this device embodiment. The specific functions implemented by this device embodiment are the same as those of the above method embodiments, and the beneficial effects achieved are also the same as those achieved by the above method embodiments.

[0079] Please see Figure 5 , Figure 5 The hardware structure of an electronic device according to another embodiment is illustrated. The electronic device includes: The processor 501 can be implemented using a general-purpose CPU (Central Processing Unit), microprocessor, application-specific integrated circuit (ASIC), or one or more integrated circuits, and is used to execute relevant programs to implement the technical solutions provided in the embodiments of this application. The memory 502 can be implemented as a read-only memory (ROM), a static storage device, a dynamic storage device, or a random access memory (RAM). The memory 502 can store the operating system and other applications. When the technical solutions provided in the embodiments of this specification are implemented through software or firmware, the relevant program code is stored in the memory 502 and is called and executed by the processor 501. The input / output interface 503 is used to implement information input and output; The communication interface 504 is used to enable communication and interaction between this device and other devices. Communication can be achieved through wired means (such as USB, network cable, etc.) or wireless means (such as mobile network, WIFI, Bluetooth, etc.). Bus 505 transmits information between various components of the device (e.g., processor 501, memory 502, input / output interface 503, and communication interface 504); The processor 501, memory 502, input / output interface 503, and communication interface 504 are connected to each other within the device via bus 505.

[0080] This application also provides a computer-readable storage medium storing a computer program that, when executed by a processor, implements the above-described method.

[0081] It is understood that the content of the above method embodiments is applicable to this storage medium embodiment. The specific functions implemented in this storage medium embodiment are the same as those in the above method embodiments, and the beneficial effects achieved are also the same as those achieved in the above method embodiments.

[0082] Memory, as a non-transitory computer-readable storage medium, can be used to store non-transitory software programs and non-transitory computer-executable programs. Furthermore, memory may include high-speed random access memory, and may also include non-transitory memory, such as at least one disk storage device, flash memory device, or other non-transitory solid-state storage device. In some embodiments, memory may optionally include memory remotely located relative to the processor, and these remote memories can be connected to the processor via a network. Examples of such networks include, but are not limited to, the Internet, intranets, local area networks, mobile communication networks, and combinations thereof.

[0083] This application provides a vulnerability analysis method and related equipment for high-pile wharves based on axial force correction. It constructs a three-dimensional finite element model based on the interaction between the high-pile wharf and liquefiable soil; inputs seismic ground motion records into the three-dimensional finite element model for nonlinear dynamic time history analysis to obtain dynamic response time history data; performs axial force dynamic correction processing and pile damage analysis processing on the curvature of each pile section in the high-pile wharf based on the dynamic response time history data to obtain the plastic curvature ratio; maps the plastic curvature ratio to the overall damage level of the wharf based on the energy weighting coefficient to obtain the overall damage index of the pile group system; and calculates the conditional probability that the structural response exceeds the damage state threshold under a preset seismic ground motion intensity based on the overall damage index of the pile group system to obtain the seismic vulnerability curve.

[0084] Compared with related technologies that use overall displacement or uncorrected curvature as the main damage indicators for high-pile wharf vulnerability analysis, this application uses curvature as the underlying damage analysis indicator. This reduces the interference of rigid body displacement of the wharf caused by lateral flow of soil in liquefied sites on damage assessment, thereby improving the specificity of damage identification. Furthermore, this application establishes a dynamic damage threshold mechanism to incorporate the impact of pile axial force fluctuations on the section yield capacity and ultimate deformation capacity during earthquakes into the damage evaluation process. This reduces the overestimation or underestimation problems that may occur when using fixed static thresholds, thereby improving the rationality of the damage evaluation results. This application also employs an energy weighting method, which weights and summarizes local damage based on the strain energy contribution of each pile during the earthquake. This gives higher weight to piles that are more critical to the stress and consume more energy in the overall evaluation, and compared to the single critical pile control method or the simple averaging method, it better reflects the overall stress and failure characteristics of complex pile groups.

[0085] The embodiments described in this application are for the purpose of more clearly illustrating the technical solutions of the embodiments of this application, and do not constitute a limitation on the technical solutions provided by the embodiments of this application. As those skilled in the art will know, with the evolution of technology and the emergence of new application scenarios, the technical solutions provided by the embodiments of this application are also applicable to similar technical problems.

[0086] Those skilled in the art will understand that the technical solutions shown in the figures do not constitute a limitation on the embodiments of this application, and may include more or fewer steps than shown, or combine certain steps, or different steps.

[0087] The device embodiments described above are merely illustrative. The units described as separate components may or may not be physically separate; that is, they may be located in one place or distributed across multiple network units. Some or all of the modules can be selected to achieve the purpose of this embodiment according to actual needs.

[0088] Those skilled in the art will understand that all or some of the steps in the methods disclosed above, as well as the functional modules / units in the systems and devices, can be implemented as software, firmware, hardware, or suitable combinations thereof.

[0089] The terms “first,” “second,” “third,” “fourth,” etc. (if present) in the specification and accompanying drawings of this application are used to distinguish similar objects and are not necessarily used to describe a specific order or sequence. It should be understood that such data can be interchanged where appropriate so that the embodiments of this application described herein can be implemented in orders other than those illustrated or described herein. Furthermore, the terms “comprising” and “having,” and any variations thereof, are intended to cover non-exclusive inclusion; for example, a process, method, system, product, or apparatus that comprises a series of steps or units is not necessarily limited to those steps or units explicitly listed, but may include other steps or units not explicitly listed or inherent to such processes, methods, products, or apparatus.

[0090] It should be understood that in this application, "at least one (item)" means one or more, and "more than" means two or more. "And / or" is used to describe the relationship between related objects, indicating that three relationships can exist. For example, "A and / or B" can represent three cases: only A exists, only B exists, and both A and B exist simultaneously, where A and B can be singular or plural. The character " / " generally indicates that the preceding and following related objects are in an "or" relationship. "At least one (item) of the following" or similar expressions refer to any combination of these items, including any combination of single or plural items. For example, at least one (item) of a, b, or c can represent: a, b, c, "a and b", "a and c", "b and c", or "a and b and c", where a, b, and c can be single or multiple.

[0091] In the several embodiments provided in this application, it should be understood that the disclosed apparatus and methods can be implemented in other ways. For example, the apparatus embodiments described above are merely illustrative; for instance, the division of the units described above is only a logical functional division, and in actual implementation, there may be other division methods. For example, multiple units or components may be combined or integrated into another system, or some features may be ignored or not executed. Furthermore, the coupling or direct coupling or communication connection shown or discussed may be through some interfaces; the indirect coupling or communication connection between apparatuses or units may be electrical, mechanical, or other forms.

[0092] 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; that is, they may be located in one place or distributed across multiple network units. Some or all of the units can be selected to achieve the purpose of this embodiment according to actual needs.

[0093] Furthermore, the functional units in the various embodiments of this application can be integrated into one processing unit, or each unit can exist physically separately, or two or more units can be integrated into one unit. The integrated unit can be implemented in hardware or as a software functional unit.

[0094] If the integrated unit is implemented as a software functional unit and sold or used as an independent product, it can be stored in a computer-readable storage medium. Based on this understanding, the technical solution of this application, in essence, or the part that contributes to the prior art, or all or part of the technical solution, can be embodied in the form of a software product. This computer software product is stored in a storage medium and includes multiple instructions to cause a computer device (which may be a personal computer, server, or network device, etc.) to execute all or part of the steps of the methods of the various embodiments of this application. The aforementioned storage medium includes various media capable of storing programs, such as USB flash drives, portable hard drives, read-only memory (ROM), random access memory (RAM), magnetic disks, or optical disks.

[0095] The preferred embodiments of the present application have been described above with reference to the accompanying drawings, but this does not limit the scope of the claims of the present application. Any modifications, equivalent substitutions, and improvements made by those skilled in the art without departing from the scope and substance of the embodiments of the present application shall be within the scope of the claims of the present application.

Claims

1. A method for analyzing the vulnerability of a high-pile wharf based on shaft force correction, characterized in that, The method includes the following steps: A three-dimensional finite element model was constructed based on the interaction between the high-pile wharf and the liquefied soil. The seismic motion records are input into the three-dimensional finite element model for nonlinear dynamic time history analysis to obtain dynamic response time history data. Based on the dynamic response time history data, the curvature of each pile section in the high-pile wharf is dynamically corrected by axial force and the pile body damage is analyzed to obtain the plastic curvature ratio. The overall damage level of the wharf is mapped by the energy weighting coefficient to the plastic curvature ratio, and the overall damage index of the pile group system is obtained. Based on the overall damage index of the pile group system, the conditional probability that the structural response exceeds the damage state threshold under a preset seismic intensity is calculated, and the seismic vulnerability curve is obtained.

2. The method of claim 1, wherein, The process of performing axial force dynamic correction processing and pile body damage analysis on the curvature of each pile section in the high-pile wharf based on the dynamic response time history data to obtain the plastic curvature ratio includes the following steps: Instantaneous axial force and seismic response time history curvature are obtained based on the dynamic response time history data; The yield curvature of each pile section in the high-pile wharf is corrected based on the instantaneous axial force to obtain the axial force-corrected dynamic curvature. Based on the earthquake response time history curvature, the axial force-corrected dynamic curvature is used to perform pile damage analysis, and the plastic curvature ratio is obtained.

3. The method of claim 2, wherein, The process of correcting the yield curvature of each pile section in the high-pile wharf based on the instantaneous axial force to obtain the axial force-corrected dynamic curvature includes the following steps: The instantaneous axial force is subjected to force analysis to obtain the axial force type; Determine the dynamic correction formula for axial force based on the type of axial force; The axial force correction dynamic curvature is calculated by combining the instantaneous axial force with the section parameters of each pile section in the high-pile wharf according to the axial force dynamic correction formula.

4. The method of claim 2, wherein, The process of performing pile damage analysis based on the seismic response time history curvature and the axial force-corrected dynamic curvature to obtain the plastic curvature ratio includes the following steps: The shape of the cross-section of each pile in the high-pile wharf is analyzed to obtain the boundary conditions; The ductility coefficient calculation formula is determined based on the boundary conditions, and the ductility coefficient is calculated by combining the ductility coefficient calculation formula with the section parameters of each pile section in the high-pile wharf. The plastic curvature ratio is obtained by dividing the seismic response time history curvature by the axial force-corrected dynamic curvature. The damage state of each pile in the high-pile wharf is obtained by comparing the plastic curvature ratio with the ductility coefficient.

5. The method of claim 1, wherein, The process of mapping the overall damage level of the wharf based on the plastic curvature ratio using an energy weighting coefficient to obtain the overall damage index of the pile group system includes the following steps: The contribution ratio of the total strain energy accumulated by each pile in the high-pile wharf during the structural earthquake is calculated to obtain the energy weighting coefficient. The overall damage index of the pile group system is obtained by comprehensively calculating the plastic curvature ratio based on the energy weighting coefficient.

6. The method of claim 5, wherein, The calculation of the contribution ratio of the total strain energy accumulated by each pile in the high-pile wharf during the structural earthquake to obtain the energy weighting coefficient includes the following steps: The axial tensile and compressive strain energy, bending strain energy, and shear strain energy of each pile in the high-pile wharf are calculated to obtain the strain energy of each pile. The total strain energy of the high-pile wharf is obtained by summing the strain energy of all piles in the high-pile wharf. The energy weighting coefficient is obtained by proportionally calculating the total strain energy of the high-pile wharf based on the strain energy of each pile.

7. The method according to any one of claims 1 to 6, characterized in that, The step of calculating the conditional probability that the structural response exceeds the damage state threshold under a preset seismic intensity based on the overall damage index of the pile group system, and obtaining the seismic vulnerability curve, includes the following steps: The damage state threshold was obtained by performing push-over analysis on the three-dimensional finite element model. A probabilistic earthquake demand model is constructed by performing linear regression analysis based on the overall damage index of the pile group system and the preset seismic intensity index. The probability value of the overall damage index of the pile group system exceeding the damage state threshold under the preset seismic intensity index is calculated based on the probabilistic earthquake demand model, and the seismic vulnerability curve is plotted.

8. A device for analyzing the vulnerability of a high-pile wharf based on shaft force correction, characterized by, The device includes: The finite element analysis module is used to construct a three-dimensional finite element model based on the interaction between the high-pile wharf and the liquefied soil. The time history analysis module is used to input the ground motion record into the three-dimensional finite element model for nonlinear dynamic time history analysis to obtain dynamic response time history data; The pile damage analysis module is used to perform axial force dynamic correction processing and pile damage analysis processing on the curvature of each pile section in the high pile wharf based on the dynamic response time history data, and to obtain the plastic curvature ratio. The overall damage analysis module is used to perform overall damage level mapping processing on the plastic curvature ratio of the wharf according to the energy weighting coefficient, so as to obtain the overall damage index of the pile group system. The vulnerability analysis module is used to calculate the conditional probability that the structural response exceeds the damage state threshold under a preset seismic intensity based on the overall damage index of the pile group system, and to obtain the seismic vulnerability curve.

9. An electronic device, comprising: The electronic device includes a memory and a processor, the memory storing a computer program, and the processor executing the computer program to implement the method according to any one of claims 1 to 7.

10. A computer program product comprising a computer program, characterized in that, When the computer program is executed by a processor, it implements the method of any one of claims 1 to 7.

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