Quantitative evaluation method, device, electronic equipment, storage medium and system for ship collision with wharf

Abstract

This application provides a method, apparatus, electronic device, computer-readable storage medium, and system for quantitative assessment of ship collisions with docks. In response to a collision trigger signal, it acquires dock structural baseline information and monitoring point structural response data, delineates the collision response period, and extracts multi-point response correlations to determine impact information; it establishes a structural calculation body, and corrects the structural calculation body using the unloading response within the collision response period; it replays the contact process in the corrected structural calculation body, and determines the impact force history based on the consistency between the replayed response and the monitoring point structural response data, thereby obtaining structural transfer results, component damage status, and quantitative assessment results.

Description

Technical Field

[0001] This application relates to the field of wharf structure safety monitoring and assessment technology, and more specifically, to a quantitative assessment method, device, electronic equipment, computer-readable storage medium and system for ship collision with a wharf. Background Technology

[0002] With the increasing size of ships and the growing intensity of dock operations, the impact and dynamic loads borne by dock front components, beams, pile foundations, and component connections are continuously increasing. Dock structures are also exposed to high salt spray, high humidity, and seawater corrosion environments for extended periods, potentially causing changes in structural material properties, component connection conditions, and overall load-bearing capacity over time. Following a ship collision, it is crucial to promptly acquire the dynamic response of the dock structure and quantitatively assess the impact and post-collision component condition to provide a technical basis for subsequent dock use, inspection, and maintenance decisions.

[0003] An existing dock collision monitoring scheme typically deploys vibration sensors, strain sensors, and displacement sensors at key locations on the dock to collect structural response data before and after a ship collision. The monitoring platform performs threshold judgments on the response amplitude or peak value of individual monitoring points and calculates the ship impact force or the stress state of dock components using structural analysis data established based on dock design parameters. Finally, the monitoring platform outputs collision alarm information or component condition assessment information based on the exceedance of monitoring indicators and the structural analysis results.

[0004] However, the amplitude or peak value of a single-point response cannot fully reflect the propagation process of the collision response between different wharf components, making it difficult to effectively characterize the collision location, direction of impact, and the time-varying state of the impact force. Simultaneously, structural analysis data based on design parameters cannot reflect changes in the structural constraint state during actual service of the wharf, easily leading to discrepancies between calculated and measured responses. Therefore, existing solutions struggle to establish a corresponding quantitative assessment link between the monitoring response of a collision event, the impact action, the structural transmission process, and the component damage state, resulting in low adaptability of post-collision assessment results to the actual structural state of the wharf. Summary of the Invention

[0005] This application provides a quantitative assessment method, apparatus, electronic device, computer-readable storage medium, and system for ship collisions with docks, to at least alleviate the technical problems of existing solutions being unable to fully characterize the ship collision process, having low adaptability between the calculated structural state and the actual dock state, and having an incomplete quantitative link for component damage.

[0006] A quantitative assessment method for ship collisions with a dock includes: acquiring dock structural baseline information and monitoring point structural response data in response to a collision trigger signal; defining a collision response period using the monitoring point structural response data; extracting multi-point response correlations within the collision response period; determining impact information based on the multi-point response correlations; establishing a structural calculation body based on the dock structural baseline information; correcting the structural calculation body using the unloading response within the collision response period to obtain a corrected structural calculation body; replaying the contact process in the corrected structural calculation body according to the impact information to obtain a replay response; determining the impact force history based on the consistency between the replay response and the monitoring point structural response data; driving the corrected structural calculation body with the impact force history to obtain a structural transfer result; determining the component damage state from the structural transfer result; and generating a quantitative assessment result from the component damage state.

[0007] This application also provides a quantitative assessment device for ship collisions with a dock, comprising: an information acquisition module for acquiring dock structural reference information and monitoring point structural response data in response to a collision trigger signal; a collision response analysis module for defining a collision response period using the monitoring point structural response data, extracting multi-point response correlations within the collision response period, and determining impact information based on the multi-point response correlations; a structural calculation module for establishing a structural calculation body based on the dock structural reference information, correcting the structural calculation body with the unloading response within the collision response period to obtain a corrected structural calculation body, replaying the contact process in the corrected structural calculation body according to the impact information to obtain a replay response, determining the impact force history based on the consistency between the replay response and the monitoring point structural response data, and driving the corrected structural calculation body with the impact force history to obtain a structural transfer result; and a quantitative assessment module for determining the component damage state from the structural transfer result and generating a quantitative assessment result from the component damage state.

[0008] This application also provides an electronic device, including a memory and a processor; the memory is used to store a computer program; the processor is used to execute the computer program to implement the above-described quantitative assessment method after a ship collides with a dock.

[0009] This application also provides a computer-readable storage medium storing a computer program; when the computer program is executed by a processor, it implements the above-mentioned quantitative assessment method after a ship collides with a dock.

[0010] This application also provides a quantitative assessment system for ship collisions with a dock, including a dock monitoring terminal, a quantitative assessment server, and an assessment result output terminal. The dock monitoring terminal is deployed at multiple monitoring points on the dock to collect structural response data from these points and generate a collision trigger signal using this data. The quantitative assessment server is communicatively connected to the dock monitoring terminal and stores dock structural reference information. In response to the collision trigger signal, it acquires the dock structural reference information and the structural response data from the monitoring points, uses the structural response data to define a collision response period, extracts multi-point response correlations within the collision response period, and determines the impact information based on these multi-point response correlations. A structural calculation body is established based on the reference information of the wharf structure. The structural calculation body is corrected by the unloading response during the collision response period to obtain the corrected structural calculation body. The contact process is replayed in the corrected structural calculation body according to the impact information to obtain the replay response. The impact force history is determined based on the consistency between the replay response and the structural response data of the monitoring point. The impact force history drives the corrected structural calculation body to obtain the structural transfer result. The structural transfer result determines the component damage state, and the component damage state generates a quantitative evaluation result. The evaluation result output terminal is communicatively connected to the quantitative evaluation server to receive and output the quantitative evaluation result.

[0011] The technical advantages of the technical solution provided in this application are: This application addresses the technical shortcomings of existing wharf collision monitoring schemes that rely on single-point response amplitude or peak values, making it difficult to fully characterize the propagation process of collision effects between different wharf components. It utilizes structural response data from monitoring points to delineate collision response periods and extracts multi-point response correlations within these periods. These multi-point response correlations reflect the temporal and structural locational relationships between the responses of different monitoring points, thus providing cross-monitoring point response data for determining impact information. Compared to methods that rely solely on a single monitoring point to determine the collision state, this application characterizes ship collision events from the perspective of the overall wharf structure response, resulting in a high degree of correspondence between the determined impact information and the actual structural response during the collision.

[0012] This application establishes a structural calculation body based on the baseline information of the wharf structure and corrects the structural calculation body using the unloading response during the collision response period. The unloading response is derived from the actual response of the wharf structure after the attenuation of the ship's impact, and this unloading response can reflect the actual structural state of the wharf structure at the time of the collision event. By correcting the structural calculation body through the unloading response, the state difference between the structural calculation body established solely based on the design state and the actual service structure can be reduced, making the corrected structural calculation body highly adaptable to the state of the wharf structure at the time of the collision event, thereby alleviating the problem of large deviations between traditional structural analysis results and measured responses.

[0013] This application replays the contact process in the corrected structural calculation body based on impact information and verifies the consistency between the replayed response and the structural response data at the monitoring points. Therefore, the impact force history is not determined solely by a single peak response, but rather by a replayed response that matches the structural response data at the monitoring points, establishing a correspondence between the impact force's change over time and the actual response process of the wharf. Compared to schemes that only provide the peak impact force, the impact force history obtained in this application provides continuous input for subsequent structural transmission process analysis.

[0014] This application uses the impact force history to drive a corrected structural calculation body, obtains structural transfer results, and determines the component damage state based on these results. The impact force history, the corrected structural calculation body, the structural transfer results, and the component damage state are sequentially linked, establishing a correspondence between the process of impact force transfer from the impact location to each component of the wharf and the component damage state. The final quantitative assessment results simultaneously reflect the technical relationship between the collision event, structural response, and component damage, thereby improving the completeness, traceability, and adaptability to the actual structural state of the wharf after a ship collision. This provides a quantitative technical basis for the post-collision use judgment, inspection, and maintenance of the wharf. Attached Figure Description

[0015] Figure 1 This application provides a quantitative assessment scenario following a ship's collision with a dock. Figure 2 This application provides a quantitative assessment method for the consequences of a ship colliding with a dock. Figure 3 This application provides a quantitative assessment device for the consequences of a ship colliding with a dock. Figure 4 An electronic device is described in an embodiment of this application; Figure 5 This application provides an embodiment of a computer-readable storage medium. Figure 6 This application provides a quantitative assessment system for ships colliding with a dock. Detailed Implementation

[0016] like Figure 1 The image shown illustrates a quantitative assessment scenario following a ship's collision with a dock, according to an embodiment of this application. Figure 2 The image shows a quantitative assessment method for a ship colliding with a dock, according to an embodiment of this application, comprising: In response to a collision trigger signal, the system acquires the wharf structure baseline information and monitoring point structural response data; it uses the monitoring point structural response data to delineate the collision response period; it extracts multi-point response correlations within the collision response period; it determines impact information based on the multi-point response correlations; it establishes a structural calculation body based on the wharf structure baseline information; it corrects the structural calculation body using the unloading response within the collision response period to obtain a corrected structural calculation body; it replays the contact process in the corrected structural calculation body according to the impact information to obtain a replay response; it determines the impact force history based on the consistency between the replay response and the monitoring point structural response data; it drives the corrected structural calculation body with the impact force history to obtain structural transfer results; it determines the component damage state based on the structural transfer results; and it generates a quantitative evaluation result based on the component damage state.

[0017] This application can be applied to the structural condition assessment of large shipbuilding wharves, outfitting wharves, or port operation wharves after a ship collision. The wharf may include a front fender, wharf deck, longitudinal beams, transverse beams, foundations, pile foundations, and connecting parts of the above components. Multiple monitoring points are respectively deployed at the front impact component, main load-bearing components, connecting parts, displacement control points, and intermediate components along the response propagation path. Each monitoring point is used to collect vibration response, strain response, displacement response, and temperature response. The vibration response characterizes the structural dynamic changes caused by the ship collision; the strain response characterizes the tensile or compressive state of the component; the displacement response characterizes the component's offset direction and return state; and the temperature response corrects for the influence of temperature changes on the strain response.

[0018] Each monitoring point's collected data carries a monitoring point identifier, sampling time, response type, response direction, and response value. The monitoring point identifier is used to associate the structural response data of the monitoring point with the corresponding components on the wharf; the sampling time is used to arrange the order of responses from different monitoring points; the response type is used to distinguish between vibration response, strain response, displacement response, and temperature response; the response direction is used to characterize the positive or negative change of the vibration response, strain response, or displacement response relative to the pre-configured wharf coordinate direction; and the response value is used to characterize the magnitude of the corresponding response type at the corresponding sampling time. The sampling time of each monitoring point is calibrated according to a unified sampling clock reference to ensure that the structural response data from different monitoring points are aligned to the same time base. The time-aligned structural response data from the monitoring points is used to delineate the collision response period and further used to extract multi-point response correlations.

[0019] The wharf structural reference information is static data characterizing the wharf's physical structure and the layout of monitoring points. This information can be retrieved from design drawings, as-built drawings, component inspection records, material inspection records, 3D structural data, and monitoring point layout records. The wharf structural reference information records the spatial location, geometric dimensions, material properties, connection relationships, structural boundaries, and the correspondence between monitoring points and components for each component. This information is used both to establish the structural calculation volume and to register the response changes of different monitoring points to the corresponding components, thereby establishing a correspondence between the time-dimensional structural response data of the monitoring points and the spatial-dimensional wharf components.

[0020] The collision trigger signal is used to indicate the occurrence of a structural response event in the rolling response data that meets the collision propagation criterion. The collision trigger signal is not generated solely by the instantaneous response peak of a single monitoring point, but is jointly determined by the matching relationship between the candidate multi-point response correlation formed within the candidate event period and the collision propagation criterion. Using candidate multi-point response correlation to generate the collision trigger signal can reduce the likelihood of instantaneous equipment disturbances, localized construction vibrations, or abnormal changes at a single monitoring point being identified as ship collision events.

[0021] The collision response period is used to define the effective range of the structural response caused by a single ship collision on the time axis. The collision response period begins at the starting point of the collision response, where the continuous propagation of the response begins in the wharf components, and ends at the ending point, where all monitoring points involved in the collision response enter a stable response state. Limiting the structural response data of the monitoring points to the collision response period eliminates normal fluctuations before the starting point of the collision response and environmental disturbances after the ending point, ensuring that the subsequently extracted multi-point responses correspond to the same ship collision event.

[0022] Multi-point response correlation is used to characterize the response arrival correlation, response direction evolution correlation, and response attenuation correlation formed among multiple monitoring points for the same ship collision event. Multi-point response correlation is not a simple summary of the response values ​​of each monitoring point, but rather a combination of response arrival correlation, response direction evolution correlation, and response attenuation correlation with the spatial correspondence between the monitoring points. Multi-point response correlation is formed from the structural response data of the monitoring points during the collision response period and serves as a direct basis for determining impact information.

[0023] Impact information is used to characterize the impact area and direction of the ship collision on the quay. The impact area corresponds to the region where the collision response begins to propagate within the quay structure, and the direction of impact corresponds to the direction in which the collision load is transmitted from the impact area into the interior of the quay. In subsequent contact process playback, the impact information is used to determine the application location and direction of each candidate contact history within the corrected structural matrix.

[0024] The structural calculation body is used to calculate the collision load transfer process according to the actual structural composition of the wharf. The structural calculation body includes structural topology, material configuration, initial structural constraint states, and monitoring response mapping relationships. The unloading response originates from the rebound process of the wharf structure after the ship collision begins to decay. Correcting the structural calculation body using the unloading response ensures that the initial structural constraint states in the calculation body are aligned with the actual structural constraint states at the time of the ship collision. The corrected structural calculation body is then used to replay the contact process and calculate the impact force transmission history between the various wharf components.

[0025] Specifically, in this application, rolling response data generated by each monitoring point is first continuously received. The rolling response data is continuously added according to the sampling time, and the rolling response data within a pre-configured time period before the current moment is determined as the current analysis window. As the sampling time progresses, the current analysis window moves forward synchronously. For vibration response, abrupt response changes are identified using the changes in response amplitude and rate of change within the current analysis window; for strain response, abrupt response changes are identified using the continuous deviation of the strain response from the monitoring point's baseline state within the current analysis window; for displacement response, abrupt response changes are identified using the displacement response deviating from the monitoring point's baseline state and forming a continuous directional change.

[0026] The criteria for determining response abrupt changes are pre-configured based on rolling response data during normal terminal operation. Specifically, the normal fluctuation range of each monitoring point is extracted from historical periods in which no ship collision events have occurred, and this range includes slow changes caused by measurement noise, environmental loads, and permissible changes due to routine berthing. If the response change within the current analysis window exceeds the normal fluctuation range of the corresponding monitoring point, and this change continues to reach a pre-configured continuous sampling length, the response change is identified as a response abrupt change. The time of occurrence of the response abrupt change serves as the temporal basis for forming candidate event periods.

[0027] The candidate event time period includes a forward data segment before the response mutation and a backward data segment after the response mutation. The forward data segment preserves the baseline state changes of the monitoring points before the response mutation, while the backward data segment covers the process of the collision response from generation, propagation, to decay. The candidate event time period extends as the backward data segment continues to be received until multiple monitoring points within the candidate event time period enter a stable response state. Therefore, the candidate event time period can preserve both the initial response process and the subsequent propagation process of a ship collision event.

[0028] Optionally, the step of acquiring the wharf structure reference information and monitoring point structure response data in response to the collision trigger signal includes: continuously collecting rolling response data from each monitoring point; identifying response abrupt changes in the rolling response data to form candidate event time periods; extracting candidate multi-point response associations from the rolling response data corresponding to the candidate event time periods; matching the candidate multi-point response associations with a collision propagation criterion pre-configured according to the connection order of wharf components to obtain a collision event determination result; generating the collision trigger signal when the collision event determination result indicates that a collision event has occurred; retrieving the wharf structure reference information in response to the collision trigger signal; determining the candidate event time period as the collision event time period; and extracting the rolling response data corresponding to the collision event time period to obtain the monitoring point structure response data.

[0029] Candidate multi-point response correlation is used to describe whether a response propagation phenomenon conforming to the connection order of wharf components forms among multiple monitoring points within a candidate event period. When extracting candidate multi-point response correlations, the times of response abrupt changes at each monitoring point are first arranged according to a unified sampling clock reference to form the candidate response arrival order. Then, the initial response direction of each monitoring point is read to form the candidate response direction change relationship. Next, the response amplitude changes of the same response type between adjacent monitoring points are compared to form the candidate response attenuation relationship. The candidate response arrival order, candidate response direction change relationship, and candidate response attenuation relationship together constitute the candidate multi-point response correlation.

[0030] When comparing the response amplitudes at different monitoring points, responses of the same type are compared. Vibration responses are compared according to their deviation from the normal fluctuation range; strain responses are compared according to their change from the strain reference value in the reference state of the monitoring point; displacement responses are compared according to their offset from the stable position in the reference state of the monitoring point. Response types with different dimensions are not directly compared in magnitude, thus allowing the decay relationship of candidate responses to characterize the propagation change of similar responses along the connection sequence of the wharf components.

[0031] The collision propagation criterion is pre-configured based on the connection sequence of the wharf components. When configuring the collision propagation criterion, the connection relationships between the leading fender, leading beam, wharf deck, longitudinal beams, transverse beams, abutments, and pile foundations are read from the wharf structural reference information. Monitoring points are arranged according to the connection sequence of the wharf components from the leading edge to the rear components in which the collision load is transmitted. The collision propagation criterion at least records the allowed arrival order of candidate responses, the allowed change in the direction of candidate responses, and the allowed attenuation of candidate responses. For monitoring points located on both sides of the same component, the tensile-compression correspondence of the strain responses of the monitoring points on both sides can also be recorded in the collision propagation criterion to distinguish between the overall collision response and a unilateral local disturbance.

[0032] When matching candidate multi-point responses with the collision propagation criterion, the arrival order of candidate responses is first verified to ensure they appear continuously along the pier front to the rear components. If the arrival order satisfies the connection order of pier components as recorded in the collision propagation criterion, the direction change relationship of the candidate responses is then verified to match the component deformation direction recorded in the collision propagation criterion. Subsequently, the attenuation relationship of the candidate responses is verified to show that the collision response propagates along the connection order of pier components. The matching results of the candidate response arrival order, direction change relationship, and attenuation relationship are then correlated to form the collision event determination result.

[0033] When only one monitoring point experiences a sudden change in response within a candidate event period, or when the sudden changes in responses from multiple monitoring points fail to form a candidate multi-point response correlation that meets the collision propagation criterion, the collision event determination result does not indicate that a collision event has occurred. Candidate event periods not identified as collision event periods continue to be associated and saved with the rolling response data and are not used to generate collision trigger signals. When the candidate multi-point response correlation meets the collision propagation criterion, the collision event determination result indicates that a collision event has occurred, thereby generating a collision trigger signal.

[0034] The collision trigger signal includes a collision event identifier and a time boundary for the candidate event period. The collision event identifier is used to associate and store the wharf structure reference information corresponding to the same ship collision event with the rolling response data; the time boundary for the candidate event period is used to extract the data corresponding to the candidate event period from the rolling response data. In response to the collision trigger signal, the wharf structure reference information corresponding to the collision event identifier is retrieved from the pre-stored wharf structure reference information, and the candidate event period is determined as the collision event period. Subsequently, the rolling response data is extracted according to the time boundary of the collision event period to form the monitoring point structure response data. The monitoring point structure response data retains the monitoring point identifier, sampling time, response type, response direction, and response value, and therefore can continue to participate in the delineation of the collision response period and the extraction of multi-point response association.

[0035] Optionally, the structural calculation body is a finite element calculation body; the step of establishing the structural calculation body based on the wharf structural reference information includes: extracting wharf geometric information, component connection information, component material information, structural boundary information, and monitoring point layout information from the wharf structural reference information; constructing a structural topology relationship by combining the wharf geometric information and the component connection information; forming a structural material configuration from the component material information; generating an initial structural constraint state using the component connection information and the structural boundary information; associating each monitoring point to the structural topology relationship according to the monitoring point layout information to obtain a monitoring response mapping relationship; and establishing the finite element calculation body with the structural topology relationship, the structural material configuration, the initial structural constraint state, and the monitoring response mapping relationship as configuration content.

[0036] The dock geometry information describes the actual spatial extent of each dock component. This information can include the spatial coordinates, lengths, cross-sectional dimensions, and orientation of components such as pile foundations, abutments, longitudinal beams, transverse beams, dock decks, front edge beams, and front edge fender connections. The dock geometry information is derived from design drawings, as-built drawings, and structural measurement data. For components that have undergone repair or replacement, the dock geometry information is updated with the dimensions and positions of the repaired or replaced components to ensure that the dock geometry corresponds to the state of the dock components at the time of the ship collision.

[0037] Component connection information describes the connection relationship between adjacent wharf components in the direction of force transmission. This information includes at least the upstream component identifier, downstream component identifier, connection location, and connection type. The upstream component identifier corresponds to the component closest to the impact zone, and the downstream component identifier corresponds to the component to which the impact load continues to be transmitted along the wharf component connection sequence. The connection location is used to locate the actual connection area between the component corresponding to the upstream component identifier and the component corresponding to the downstream component identifier. The connection type distinguishes between continuous connections, supported connections, and connections with relative displacement capabilities. Component connection information participates in the construction of structural topology and in the generation of initial structural constraint states.

[0038] When constructing the structural topology by combining the dock's geometric information and component connection information, component identifiers are first configured for each dock component based on the dock's geometric information. Then, connections are established between adjacent component identifiers based on the component connection information, and the connection location and type are written into the corresponding connection relationship. The structural topology relationship includes component identifiers, adjacent component identifiers, connection locations, connection types, and the direction of collision load transfer. The structural topology relationship is used both to establish component connections in the finite element calculation volume and for subsequent registration of propagation paths for multi-point response associations.

[0039] Component material information describes the material properties of the wharf components used in stress calculations. This information can include material type, elastic deformation properties, mass properties, damping properties, and strength properties. For concrete components, the material information is determined by the design material grade, component inspection results, and service condition records; for steel components, it is determined by the steel type, component dimensions, and corrosion inspection results. When forming the structural material configuration from the component material information, each component identifier is associated with its corresponding material information, enabling the structural material configuration to assign the component material information to the corresponding component in the finite element calculation volume.

[0040] Structural boundary information describes the interaction between the wharf structure and external constraints. This information can include the constraint direction between piles and the foundation, the allowable displacement direction of the wharf component supports, the transfer state of connections, and the contact position between the leading fender and the leading beam. When generating the initial structural constraint state using component connection information and structural boundary information, the connection constraints between components within the finite element calculation body are first determined according to the component connection information, and then the boundary constraints between the finite element calculation body and external constraints are determined according to the structural boundary information. The connection constraints and boundary constraints are then associated to form the initial structural constraint state. This initial structural constraint state continues to participate in the creation of the finite element calculation body and undergoes correction for unloading and springback response in subsequent processing.

[0041] The monitoring point layout information describes the installation location of each monitoring point on the dock's physical structure and the direction of response measurement. The monitoring point layout information includes at least the monitoring point identifier, the identifier of its associated component, installation coordinates, response type, and response direction. When associating each monitoring point with the structural topology according to the monitoring point layout information, the monitoring point identifier is registered to the installation coordinates corresponding to its associated component identifier, and the response type and response direction are registered to the aforementioned installation coordinates, thereby forming a monitoring-response mapping relationship.

[0042] The monitoring response mapping relationship is used to establish the correspondence between the entity monitoring points and the response extraction locations in the finite element calculation volume. When establishing the finite element calculation volume, each wharf component is divided into finite element structural elements based on the wharf's geometric information; these elements are connected according to the structural topology; component material information is configured for each finite element structural element based on the structural material configuration; structural constraints are configured for connection points and external constraint points based on the initial structural constraint state; and response extraction locations corresponding to each monitoring point are set in the finite element calculation volume according to the monitoring response mapping relationship. Therefore, the responses calculated by the finite element calculation volume can be correlated with the structural response data of the monitoring points according to the monitoring point identifier, response type, and response direction.

[0043] Optionally, the step of defining the collision response period using the monitoring point structural response data includes: extracting the monitoring point structural response data before the collision trigger signal to form a monitoring point baseline state; correcting the monitoring point structural response data after the collision trigger signal using the monitoring point baseline state to obtain corrected structural response data; identifying the response initiation state and response stability state of each monitoring point from the corrected structural response data; associating the response initiation state and the response stability state to generate a monitoring point response state record; extracting the state transition time from the monitoring point response state record to obtain the collision response start point and collision response end point; and extracting the collision response period from the corrected structural response data according to the collision response start point and the collision response end point.

[0044] The structural response data of monitoring points prior to the collision trigger signal refers to the structural response data of monitoring points within the forward data segment of the candidate event period. The structural response data of monitoring points within the forward data segment has not yet been affected by the current ship collision event and is used to characterize the normal response of each monitoring point before the collision event. After extracting the structural response data of monitoring points prior to the collision trigger signal, the corresponding data are arranged according to the monitoring point identifier and response type to form the baseline state of the monitoring points.

[0045] The baseline status of monitoring points describes the location of the response center, normal fluctuation range, and slow change trend of each monitoring point before the ship collision event. For vibration response, the baseline status includes the location of the vibration center and the noise fluctuation range before the ship collision event; for strain response, the baseline status includes the strain baseline value before the ship collision event and the slow change trend of strain caused by temperature response changes; for displacement response, the baseline status includes the stable position before the ship collision event and the slow displacement drift state during the acquisition period. The response center location, normal fluctuation range, and slow change trend are further used to correct the structural response data of the monitoring points after the collision trigger signal.

[0046] When correcting the structural response data of the monitoring points after the collision trigger signal using the baseline state of the monitoring points, the correction is performed according to the monitoring point identifier and the response type. For vibration response, the vibration center position in the baseline state of the monitoring points is removed from the vibration response after the collision trigger signal to form the vibration change relative to the vibration center position. For displacement response, the stable position in the baseline state of the monitoring points is removed from the displacement response after the collision trigger signal to form the displacement change relative to the stable position.

[0047] For the strain response, the temperature response at the strain monitoring point corresponding to the strain response is read on the same cross-section of the component. The synchronous change relationship between the temperature response and the strain response before the collision trigger signal is used to determine the slow strain change trend caused by the temperature response change. Subsequently, the slow strain change trend corresponding to the current temperature response is subtracted from the strain response after the collision trigger signal to form the strain change characterizing the change in collision force. The vibration change, the strain change, and the displacement change are rearranged according to a unified sampling clock reference to form the corrected structural response data.

[0048] When identifying the response initiation state from the corrected structural response data, it is determined whether the vibration, strain, and displacement changes at each monitoring point continuously deviate from the corresponding reference state. A vibration response initiation state is formed when the vibration change continuously exceeds the noise fluctuation range; a strain response initiation state is formed when the strain change continuously deviates from the strain reference value and forms a change in the tensile or compressive direction; a displacement response initiation state is formed when the displacement change continuously deviates from the stable position and forms an offset direction. The vibration, strain, and displacement response initiation states of the same monitoring point are correlated according to the sampling time to form the response initiation state of that monitoring point, and the state transition time when the monitoring point enters the response initiation state is recorded.

[0049] When identifying the steady state of the response from the corrected structural response data, it is determined whether the vibration change at each monitoring point has entered a state of continuous decay, whether the strain change has stopped deviating from the strain reference value and has begun to fall back towards the strain reference value, and whether the displacement change has stopped deviating and entered a response return state or a residual steady state. When the vibration change, strain change, and displacement change at the same monitoring point maintain the above states during continuous sampling, the steady state of the response at that monitoring point is formed, and the state transition time when the monitoring point enters the steady state of the response is recorded.

[0050] The monitoring point response status record is used to save the response initiation status, response stability status, and corresponding state transition times for each monitoring point. The monitoring point response status record includes the monitoring point identifier, the identifier of the component to which it belongs, the state transition time corresponding to the response initiation status, and the state transition time corresponding to the response stability status. The monitoring point response status record is subsequently used in determining the collision response start and end points, and also in the response arrival association extraction in multi-point response association.

[0051] When extracting the collision response starting point from the monitoring point response status records, the monitoring point closest to the wharf's leading edge is first located along the structural topology. Then, it is verified whether the adjacent monitoring points following that point have entered the response initiation state according to the connection sequence of the wharf components. When multiple adjacent monitoring points form a continuous response propagation, the state transition time corresponding to the first response initiation state in the continuous response propagation is determined as the collision response starting point. Therefore, the collision response starting point is not determined by the occasional change of a single monitoring point, but rather by the joint confirmation of the continuous response propagation of multiple adjacent monitoring points.

[0052] When extracting the collision response endpoint from the monitoring point response status records, the state transition time when each monitoring point involved in this ship collision event entered a stable response state is located, and the starting time when all monitoring points have entered a stable response state is determined as the collision response endpoint. The collision response time period is then extracted from the corrected structural response data according to the collision response start and end points, ensuring that the collision response time period covers the continuous process of collision load generation, collision response propagation, collision load removal, and collision response attenuation.

[0053] Optionally, the extraction of the multi-point response association and the determination of the impact information include: determining the spatial correspondence between each monitoring point using the monitoring response mapping relationship; extracting the component connection relationship between corresponding components of each monitoring point from the structural topology relationship; forming a response arrival association according to the response timing relationship of each monitoring point; forming a response direction evolution association based on the response direction change relationship of each monitoring point; forming a response attenuation association according to the response amplitude change relationship of each monitoring point; combining the response arrival association, the response direction evolution association, and the response attenuation association into the multi-point response association; registering the propagation path of the multi-point response association according to the spatial correspondence and the component connection relationship to obtain the response propagation path; encapsulating the multi-point response association and the response propagation path into a collision propagation fingerprint; and generating the impact information using the collision propagation fingerprint.

[0054] When determining the spatial correspondence between monitoring points using the monitoring response mapping relationship, the component identifier, installation coordinates, and response direction of each monitoring point are read, and the points are arranged according to their positions in the wharf front direction, the wharf longitudinal direction, and the wharf transverse direction. The spatial correspondence is used to characterize the actual relative positions between the monitoring points, and then to determine the response arrival association and response propagation path based on the actual relative positions, avoiding the need to determine the response propagation relationship solely based on the monitoring point number.

[0055] When extracting component connection relationships from structural topology, the component identifier of each monitoring point is used as the query entry point to query adjacent component identifiers, connection locations, and connection types. Component connection relationships are used to characterize whether there is a direct force transfer relationship between the corresponding components of two monitoring points. If two monitoring points are spatially close, but there is no direct force transfer relationship between the corresponding components, the two monitoring points will not be registered as consecutive monitoring points in the same response propagation path.

[0056] When forming a response arrival correlation based on the response timing relationship of each monitoring point, the state transition time corresponding to the response initiation state of each monitoring point is read from the monitoring point response state record. Subsequently, the monitoring points are arranged in chronological order of their state transition times, and the response arrival order between adjacent monitoring points is recorded. The response arrival correlation is used to characterize the temporal order of the collision response propagation from the earlier responding monitoring point to the later responding monitoring point.

[0057] When the state transition times of multiple monitoring points fall within the same sampling interval, the spatial correspondence and component connection relationships are combined to determine whether the multiple monitoring points are located on the same component cross-section. Multiple monitoring points located on the same component cross-section are registered as the same response level in the response arrival correlation; multiple monitoring points located on different components and having sequential connections are further determined according to the start time of their respective response changes to determine the order of response arrival. The resulting response arrival correlation can preserve the propagation hierarchy of the collision response within the same component and between different components.

[0058] When establishing a response direction evolution correlation based on the response direction changes at each monitoring point, the initial response direction and subsequent reverse change state of each monitoring point after the collision response initiation are read separately. The initial response direction of the vibration response characterizes the initial motion direction of the component after being subjected to the collision, the initial response direction of the strain response characterizes the initial tensile or compressive direction of the component, and the initial response direction of the displacement response characterizes the initial offset direction of the component. The subsequent reverse change state characterizes the state in which the vibration response, strain response, or displacement response changes in reverse relative to the corresponding initial response direction after the loading stage. The response directions of different response types are not directly calculated numerically, but rather a directional correspondence is established according to the monitoring point identifier, the component identifier, and the installation coordinates to form a response direction evolution correlation.

[0059] Response direction evolution correlation can record the order of change in the tensile and compressive directions of strain monitoring points on both sides of the same component, as well as the order of change in the offset direction of the displacement response of the leading and trailing components. For example, if the leading component first forms a displacement response along the inner side of the wharf, and then the adjacent beam forms a displacement response in the same direction, while the strain monitoring points on both sides of the beam form tensile and compressive directions respectively, then the response direction evolution correlation will correlate these changes in response direction according to the sampling time and component position. The response direction evolution correlation is subsequently used to verify candidate action directions.

[0060] When establishing a response attenuation correlation based on the response amplitude changes at each monitoring point, comparisons are made for the same response type. For vibration response, the peak vibration response value and subsequent attenuation state of each monitoring point during the collision response period are read; for strain response, the maximum deviation of strain change from the strain reference value and the subsequent pullback state of strain change are read; for displacement response, the maximum displacement change from the stable position and the subsequent response pullback state of displacement change are read.

[0061] To avoid the impact of differences in measurement range and installation orientation between different monitoring points on the comparison, the change in response amplitude at each monitoring point is first converted into a proportion relative to the baseline state of that monitoring point. Then, the proportions of change for the same response type are compared according to spatial correspondence and component connection relationships. The resulting response attenuation correlation is used to characterize the state of the collision response gradually weakening or locally strengthening at the connection points as it propagates from the impact area to the rear components. The local strengthening state at the connection points is still registered in the response propagation path according to the component connection relationship, so that the response propagation path retains the transmission changes of the collision response at the connection points.

[0062] When combining response arrival correlation, response direction evolution correlation, and response decay correlation into a multi-point response correlation, the monitoring point identifier and sampling time are used as the common correlation basis. For each monitoring point, the multi-point response correlation records the response arrival order, response direction change, and response decay state of that monitoring point; for adjacent monitoring points, the multi-point response correlation records the response arrival correlation, response direction evolution correlation, and response decay correlation between adjacent monitoring points. The multi-point response correlation thus forms a joint characterization of the propagation process of the same ship collision event among multiple monitoring points.

[0063] When registering the propagation path of multi-point response associations based on spatial correspondence and component connection relationships, the process begins with the monitoring point that first enters the response initiation state, and then sequentially searches for subsequent monitoring points entering the response initiation state along the component connection relationships of the corresponding components. For each subsequent monitoring point found, it is verified whether there is a direct force transfer relationship between that monitoring point and the previous monitoring point, and whether the response arrival association between the two monitoring points is consistent with the collision load transfer direction corresponding to the component connection relationship. Monitoring points that pass the verification are registered according to the response arrival order to form a response propagation path.

[0064] Collision propagation fingerprints are used to combine multi-point response correlations with response propagation paths to represent the propagation of a single ship collision event. The collision propagation fingerprint retains response arrival correlations, response direction evolution correlations, response attenuation correlations, and response propagation paths. On one hand, it is used to trace the response propagation origin region backward along the response propagation path; on the other hand, it is used to verify candidate impact directions using response direction evolution correlations and response attenuation correlations, thereby generating impact information.

[0065] Optionally, generating impact information using the collision propagation fingerprint includes: extracting the response propagation path from the collision propagation fingerprint; tracing back along the response propagation path to obtain the response propagation starting region; determining the wharf structure region corresponding to the response propagation starting region as the impact region; generating candidate impact directions using the structural response data of the monitoring points corresponding to the impact region; determining the response propagation direction from the response propagation path; extracting the response direction evolution correlation and the response attenuation correlation from the collision propagation fingerprint; verifying the candidate impact directions using the response propagation direction, the response direction evolution correlation, and the response attenuation correlation to obtain an impact direction verification result; selecting an impact direction from the candidate impact directions based on the impact direction verification result; and associating the impact region with the impact direction to generate the impact information.

[0066] After extracting the response propagation path from the collision propagation fingerprint, reverse tracing is performed according to the registration order of each monitoring point in the response propagation path. Reverse tracing points from the later response monitoring point to the earlier response monitoring point, and the component connection relationship between adjacent monitoring points is verified during each reverse tracing process. When multiple response propagation paths are traced back to the same component or adjacent component regions, the same component or adjacent component region is determined as the response propagation starting region.

[0067] The response propagation initiation region characterizes the area of ​​the pier structure where the collision response first concentrates and propagates to other components. This initiation region can correspond to the leading edge fender connection, a localized area of ​​the leading edge beam, or the pier panel area in contact with the hull. After identifying the pier structure area corresponding to the response propagation initiation region as the impact zone, the structural response data of the monitoring points corresponding to the impact zone are extracted using the monitoring response mapping relationship. This allows the structural response data of the monitoring points corresponding to the impact zone to continue participating in the generation of candidate impact directions.

[0068] Candidate action directions are formed from the structural response data of the monitoring points corresponding to the impact area. First, the initial response direction of the vibration response within the impact area is read to form candidate motion directions; then, the initial response direction of the displacement response within the impact area is read to form candidate deformation directions; next, the initial response direction of the strain response on adjacent components within the impact area is read to form tensile-compressive distribution directions. The candidate motion directions, candidate deformation directions, and tensile-compressive distribution directions are then mapped to the wharf coordinate directions in the wharf structure reference information to form one or more candidate action directions.

[0069] When determining the response propagation direction from the response propagation path, the earlier response monitoring points in the path are pointed to the later response monitoring points, and this pointing relationship is mapped to the wharf coordinate direction in the wharf structure reference information to form the response propagation direction. The response propagation direction characterizes the overall direction of the collision effect propagating from the impact area into the wharf interior. The directional relationship between the response propagation direction and the candidate action direction is used to verify the candidate action direction.

[0070] Subsequently, response direction evolution correlation and response attenuation correlation are extracted from the collision propagation fingerprint. The response direction evolution correlation is used to verify whether the response directions of vibration response, displacement response, and tensile or compressive strain response of each component correspond to each other after the candidate action direction acts on the impact region. The response attenuation correlation is used to verify whether the collision response generally propagates from the impact region along the candidate action direction to the rear components, and whether a response amplitude change consistent with the component connection relationship is formed during the propagation process.

[0071] When verifying candidate action directions using response propagation direction, response direction evolution correlation, and response attenuation correlation, propagation direction matching status, response direction matching status, and response attenuation matching status are generated respectively. The action direction verification results record the propagation direction matching status, response direction matching status, and response attenuation matching status corresponding to each candidate action direction. When the propagation direction matching status of a candidate action direction indicates that the candidate action direction matches the response propagation direction, the response direction matching status indicates that the candidate action direction matches the response direction evolution correlation, and the response attenuation matching status indicates that the candidate action direction matches the response attenuation correlation, the action direction verification result indicates that the candidate action direction passes the verification.

[0072] When multiple verified candidate action directions exist, the continuous response propagation length and the number of response direction matching monitoring points corresponding to each candidate action direction are determined. The continuous response propagation length is used to characterize the number of components forming continuous response propagation along the corresponding candidate action direction, and the number of response direction matching monitoring points is used to characterize the number of monitoring points that correspond to the evolution of the response direction. The candidate action direction with the longer continuous response propagation length and the larger number of response direction matching monitoring points is selected as the action direction. The impact region is associated with the action direction to form impact action information. The impact action information is then used to determine the application location and direction of the contact process in the corrected structural calculation volume.

[0073] Optionally, the unloading response is an unloading rebound response; the extraction of the unloading response within the collision response period includes: monitoring the phase changes of the multi-point response association within the collision response period to form a response phase transition record; identifying the moment of transition from the loading phase to the unloading phase from the response phase transition record to obtain the unloading candidate starting point; extracting the response return state from the corrected structural response data; verifying the unloading candidate starting point using the response return state to obtain the unloading response starting point; defining the unloading response period using the unloading response starting point and the collision response ending point; and extracting the data corresponding to the unloading response period from the corrected structural response data to obtain the unloading rebound response.

[0074] The multi-point response correlation undergoes phased changes with sampling time during the collision response period. During the contact between the ship and the dock and the continuous application of collision load, monitoring points near the impact area first enter the response initiation state, followed by those behind. The overall response amplitude at each monitoring point increases; this stage corresponds to the loading stage. After the ship's collision effect begins to weaken, new rear monitoring points no longer form continuous response propagation. The displacement changes of monitoring points that have already entered the response initiation state begin to shift back to their stable positions, strain changes begin to decline towards the strain reference value, and vibration changes gradually enter a state of continuous decay; this stage corresponds to the unloading stage.

[0075] When monitoring the phase changes of multi-point response correlation, the response arrival correlation, response direction evolution correlation, and response decay correlation are continuously read according to the sampling time. When the response arrival correlation no longer extends to subsequent components, a response arrival extension state is formed; when the response direction evolution correlation begins to show a response direction change opposite to the loading phase, a response direction reversal state is formed; when the response decay correlation begins to show a continuous decrease in the response amplitude at most monitoring points, a response amplitude decay state is formed. The response arrival extension state, response direction reversal state, and response amplitude decay state are correlated with the corresponding sampling time to form a response phase transition record.

[0076] The response phase transition record includes sampling time, response arrival extension state, response direction reversal state, and response amplitude decay state. This record is used to identify the moment of transition from the loading phase to the unloading phase within the collision response period. First, it searches for the moment when the response arrival extension state indicates the moment when the response reaches the associated state and stops extending. Then, it searches for the moment when the response direction reversal state indicates the moment when the response direction evolution associated state reverses. Finally, it searches for the moment when the response amplitude decay state indicates the moment when the response decay associated state begins to decay continuously. When the response arrival extension state, response direction reversal state, and response amplitude decay state are simultaneously maintained during adjacent sampling periods, the moment when all three states are simultaneously satisfied is determined as the candidate unloading start point.

[0077] The response shift state is extracted from the corrected structural response data. For displacement changes, the response shift state indicates that the displacement change stops increasing along the offset direction of the loading stage and begins to return to the stable position in the reference state of the monitoring point; for strain changes, the response shift state indicates that the strain change stops deviating from the strain reference value and begins to fall back to the strain reference value; for vibration changes, the response shift state indicates that the response amplitude of the vibration change begins to decrease continuously. The response shift states corresponding to displacement changes, strain changes, and vibration changes are determined separately, and response values ​​of different dimensions are not directly compared.

[0078] When verifying the unloading candidate starting point using the response shift state, the response shift state corresponding to each monitoring point in the impact area and response propagation path after the unloading candidate starting point is read. If multiple monitoring points in the impact area and response propagation path continuously exhibit the response shift state after the unloading candidate starting point, and no new monitoring point enters the response initiation state along the response propagation path, then the verification applied to the unloading candidate starting point passes. The unloading candidate starting point that passes the verification is determined as the unloading response starting point.

[0079] If, after unloading the candidate starting point, only a few monitoring points show a short-term decrease in response amplitude, while the vibration, strain, or displacement changes at other monitoring points continue to develop along the direction of change during the loading stage, then the verification of the candidate starting point for unloading fails. The process continues to search for the next candidate starting point for unloading along the response stage transition record, and the next candidate starting point for unloading is verified again using the response return state. This reduces the likelihood of local vibration changes being identified as the start of overall unloading.

[0080] The unloading response period is defined by the start point of the unloading response and the end point of the collision response, where the start point of the unloading response serves as the initial boundary of the unloading response period, and the end point of the collision response serves as the final boundary of the unloading response period. Data corresponding to the unloading response period is extracted from the corrected structural response data to form the unloading rebound response.

[0081] The unloading rebound response retains the vibration, strain, and displacement changes at each monitoring point during the unloading response period, and also retains the monitoring point identifier, sampling time, response type, and response direction. The unloading rebound response characterizes the rebound process of the wharf components under the current initial structural constraints after the collision load has weakened. In subsequent processing, the unloading rebound response is mapped to the finite element calculation volume according to the monitoring response mapping relationship to correct the initial structural constraint state in the finite element calculation volume, ensuring that the subsequently formed corrected structural calculation volume corresponds to the actual rebound state of the wharf structure at the time of the ship collision event.

[0082] Optionally, the step of correcting the structural computational body using the unloading response includes: mapping the unloading springback response to the finite element computational body according to the monitoring response mapping relationship to form a free springback initial state; driving the finite element computational body with the free springback initial state to obtain a calculated springback response; comparing the calculated springback response with the unloading springback response to form a springback propagation difference; locating the structural constraint position corresponding to the springback propagation difference along the structural topology relationship; correcting the initial structural constraint state corresponding to the structural constraint position using the springback propagation difference to form a corrected structural constraint state; updating the finite element computational body with the corrected structural constraint state to form a constraint state-updated finite element computational body; performing a springback consistency verification on the constraint state-updated finite element computational body using the unloading springback response; and determining the constraint state-updated finite element computational body as the corrected structural computational body when the verification passes.

[0083] When mapping the unloading rebound response to the finite element calculation body according to the monitoring response mapping relationship, the vibration change, strain change, and displacement change of each monitoring point corresponding to the starting point of the unloading response are first read. Then, using the monitoring point identifier, the component identifier, the installation coordinates, the response type, and the response direction in the monitoring response mapping relationship, the vibration change, strain change, and displacement change of each monitoring point are registered to the corresponding response extraction position in the finite element calculation body. The vibration change, strain change, and displacement change registered to the corresponding response extraction position together form the initial state of free rebound. The initial state of free rebound is used to characterize the initial motion state and initial deformation state of each wharf component at the starting point of the unloading response, and continues to drive the finite element calculation body to perform free rebound calculation.

[0084] Specifically, in this application, the displacement change is used to determine the initial displacement state of the corresponding response extraction position at the starting point of the unloading response; the strain change is used to determine the initial deformation state of the finite element structural unit to which the corresponding response extraction position belongs at the starting point of the unloading response; and the vibration change is used to determine the initial motion state of the corresponding response extraction position at the starting point of the unloading response. When the vibration response collected by each monitoring point is an acceleration response, the continuous vibration changes before and after the starting point of the unloading response are read according to the unified sampling clock reference, and the continuous vibration changes are accumulated in time according to the sampling time to form the initial velocity state of the corresponding response extraction position. The initial velocity state is a component of the initial motion state. Thus, the initial free rebound state includes the initial displacement state, the initial deformation state, and the initial motion state. The initial displacement state, the initial deformation state, and the initial motion state all originate from the unloading rebound response and are registered to the corresponding response extraction position in the finite element calculation body according to the monitoring response mapping relationship.

[0085] When driving the finite element computational body in the initial state of free rebound, the initial displacement state is configured to the corresponding response extraction position, the initial deformation state is configured to the finite element structural element to which the corresponding response extraction position belongs, and the initial motion state is configured to the corresponding response extraction position. After completing the configuration of the initial state of free rebound, the external forces characterizing the ship's continuous collision are stopped from being applied to the finite element computational body, allowing the finite element computational body to perform transient response calculations starting from the initial state of free rebound under the initial structural constraints. The displacement response, strain response, and vibration response formed by the finite element computational body at continuous calculation times together constitute the calculated rebound response, which is then used to compare its propagation relationship with the unloading rebound response.

[0086] The calculated rebound response carries a finite element structural unit identifier, response extraction location, calculation time, response type, response direction, and response value. The finite element structural unit identifier is used to register the calculated rebound response to the corresponding wharf component; the response extraction location is used to associate the corresponding monitoring point through the monitoring response mapping relationship; the calculation time is used to align with the sampling time of the unloading rebound response; the response type and response direction are used to compare the calculated rebound response and the unloading rebound response according to the same response type and the same response direction; the response value is used to form the amplitude change of the calculated rebound response and continues to participate in the formation of the rebound propagation difference.

[0087] Before comparing the calculated rebound response with the unloading rebound response, the calculation start time of the calculated rebound response is first aligned with the start time of the unloading response. Then, the calculated rebound response is resampled according to the unified sampling clock reference to form a time-aligned calculated rebound response. The time-aligned calculated rebound response has a time position corresponding to the unloading rebound response. Subsequently, based on the monitoring response mapping relationship, a rebound response correspondence is established between the time-aligned calculated rebound response at each response extraction position and the unloading rebound response at the corresponding monitoring point. This rebound response correspondence is further used to extract the calculated rebound propagation features and the measured rebound propagation features.

[0088] When extracting the computational rebound propagation features from the time-aligned computational rebound response, the extraction method of the multi-point response association is used to form computational rebound response arrival association, computational rebound response direction evolution association, and computational rebound response attenuation association, respectively. The computational rebound response arrival association is used to characterize the sequential relationship of the time-aligned computational rebound response among the various response extraction positions; the computational rebound response direction evolution association is used to characterize the change in the response direction at each response extraction position with the calculation time; and the computational rebound response attenuation association is used to characterize the amplitude change when the same response type propagates from the response extraction position near the impact region to the subsequent response extraction position. The computational rebound response arrival association, the computational rebound response direction evolution association, and the computational rebound response attenuation association are combined to form the computational rebound propagation features.

[0089] When extracting the measured rebound propagation features from the unloading rebound response, based on the monitoring point identifier, sampling time, response type, and response direction, three correlations are formed: measured rebound response arrival correlation, measured rebound response direction evolution correlation, and measured rebound response attenuation correlation. The measured rebound response arrival correlation characterizes the sequential relationship of the unloading rebound response among the monitoring points; the measured rebound response direction evolution correlation characterizes the change in the response direction at each monitoring point with sampling time; and the measured rebound response attenuation correlation characterizes the amplitude change when the same response type propagates along the response propagation path. The measured rebound response arrival correlation, the measured rebound response direction evolution correlation, and the measured rebound response attenuation correlation are combined to form the measured rebound propagation features. The calculated rebound propagation features and the measured rebound propagation features are expressed using the same response type and the same propagation relationship to avoid direct comparisons between responses of different dimensions.

[0090] When comparing the calculated rebound propagation characteristics with the measured rebound propagation characteristics, firstly, the calculated rebound response arrival correlation and the measured rebound response arrival correlation are compared to form a rebound arrival difference; then, the calculated rebound response direction evolution correlation and the measured rebound response direction evolution correlation are compared to form a rebound direction difference; subsequently, the calculated rebound response attenuation correlation and the measured rebound response attenuation correlation are compared to form a rebound attenuation difference. The rebound arrival difference, the rebound direction difference, and the rebound attenuation difference are correlated according to the monitoring point identifier and the response extraction location to form a rebound propagation difference. This rebound propagation difference is further used to locate structural constraint positions in the initial structural constraint state that do not match the unloading rebound response along the structural topology.

[0091] The rebound arrival difference characterizes the sequential deviation of the calculated rebound response and the unloaded rebound response as they propagate along the structural topology; the rebound direction difference characterizes the directional deviation of the calculated rebound response and the unloaded rebound response at the same structural position; the rebound attenuation difference characterizes the amplitude deviation of the calculated rebound response and the unloaded rebound response as they propagate along the component connection relationship. The rebound propagation difference is formed by comparing responses of the same type and continues to participate in the location of the structural constraint and the correction of the initial structural constraint state.

[0092] When locating the structural constraint position corresponding to the rebound propagation difference along the structural topology, starting from the response extraction position closest to the impact region, adjacent response extraction positions are checked sequentially according to the propagation direction jointly characterized by the calculated rebound propagation features and the measured rebound propagation features. If the rebound propagation difference is small before a certain connection point and continuously increases after the connection point, then the connection point is determined as the structural constraint position corresponding to the rebound propagation difference. If the rebound propagation difference is concentrated in multiple response extraction positions near the external constraint point, then the external constraint point is determined as the structural constraint position corresponding to the rebound propagation difference. The structural constraint position is then used to determine the constraint content that needs to be corrected in the initial structural constraint state.

[0093] The structural constraint locations include the connection points between adjacent wharf components and the external constraint points between pile foundations and the ground. For the connection points, the initial structural constraint state includes the transmitted strength, transmitted damping, and allowable relative displacement state of the connection point; for the external constraint points, the initial structural constraint state includes the constraint direction, constraint strength, and allowable displacement state of the external constraint points. The rebound propagation difference establishes a correspondence between the structural topology and the structural constraint locations, so that the rebound arrival difference, rebound direction difference, and rebound attenuation difference respectively participate in the correction of the constraint content corresponding to the structural constraint location.

[0094] When correcting the initial structural constraint state corresponding to the structural constraint position using the rebound propagation difference, the correction direction of the constraint content is determined according to the rebound arrival difference, the rebound direction difference, and the rebound attenuation difference. When the measured rebound response propagates to the monitoring point after the structural constraint position earlier than the calculated rebound response, the transmission hysteresis state corresponding to the structural constraint position is reduced; when the measured rebound response propagates to the monitoring point after the structural constraint position later than the calculated rebound response, the transmission hysteresis state corresponding to the structural constraint position is increased. The transmission hysteresis state is characterized by the transmission strength and transmission damping corresponding to the structural constraint position and continues to participate in the formation of the corrected structural constraint state.

[0095] When the rebound direction difference indicates that the direction change of the calculated rebound response is inconsistent with the direction change of the measured rebound response, the allowable displacement direction of the response direction and the structural constraint position is verified according to the monitoring response mapping relationship, and the allowable displacement state corresponding to the structural constraint position is corrected. When the rebound attenuation difference indicates that the attenuation rate of the calculated rebound response is greater than the attenuation rate of the measured rebound response, the transmission damping corresponding to the structural constraint position is reduced; when the rebound attenuation difference indicates that the attenuation rate of the calculated rebound response is less than the attenuation rate of the measured rebound response, the transmission damping corresponding to the structural constraint position is increased. The allowable displacement state and the correction result of the transmission damping are further used to form the corrected structural constraint state.

[0096] After correcting the transmission strength, transmission damping, constraint direction, constraint strength, allowable relative displacement state, and allowable displacement state corresponding to the structural constraint positions, the corrected transmission strength, transmission damping, constraint direction, constraint strength, allowable relative displacement state, and allowable displacement state are re-registered to the structural topology according to the original component identifiers and connection locations to form the corrected structural constraint state. The corrected structural constraint state retains the same structural constraint positions and constraint types as the initial structural constraint state, and the differences between the corrected structural constraint state and the initial structural constraint state continue to be used to determine the connection transmission change state.

[0097] When updating the finite element calculation body with the corrected structural constraint state, the corresponding constraint content in the initial structural constraint state is replaced with the corresponding constraint content in the corrected structural constraint state. The structural topology, structural material configuration, and monitoring response mapping remain unchanged to form the finite element calculation body with the updated constraint state. The finite element calculation body with the updated constraint state uses the corrected structural constraint state formed by the unloading rebound response to describe the structural constraint state at the time of the ship collision event and continues to undergo the rebound consistency verification.

[0098] When performing the springback consistency verification on the finite element calculation body after the constraint state update using the unloading springback response, the initial free springback state is again configured to the finite element calculation body after the constraint state update according to the monitoring response mapping relationship, and the initial free springback state drives the finite element calculation body after the constraint state update to form an updated calculated springback response. Subsequently, the updated calculated springback propagation features are extracted from the updated calculated springback response, and the updated calculated springback propagation features are compared with the measured springback propagation features to form a springback consistency verification result.

[0099] When extracting the updated calculated rebound propagation features from the updated calculated rebound response, three correlations are formed: the updated calculated rebound response arrival correlation, the updated calculated rebound response direction evolution correlation, and the updated calculated rebound response attenuation correlation. These three correlations are combined to form the updated calculated rebound propagation features. The updated calculated rebound propagation features use the same response type and propagation relationship as the measured rebound propagation features to continue participating in the formation of the rebound consistency verification results.

[0100] The rebound consistency verification result includes rebound arrival consistency state, rebound direction consistency state, and rebound attenuation consistency state. The rebound arrival consistency state characterizes whether the arrival order of the updated calculated rebound response and the unloaded rebound response at each response extraction position is consistent; the rebound direction consistency state characterizes whether the directional changes of the updated calculated rebound response and the unloaded rebound response at each response extraction position are consistent; and the rebound attenuation consistency state characterizes whether the attenuation relationship of the updated calculated rebound response and the unloaded rebound response as they propagate along the structural topology is consistent. The rebound arrival consistency state, the rebound direction consistency state, and the rebound attenuation consistency state collectively contribute to determining the rebound consistency verification result.

[0101] The allowable difference range used in the rebound consistency verification is pre-configured based on the measurement fluctuation range of each monitoring point, the time resolution of the unified sampling clock reference, and the time discretization accuracy of the finite element calculation body. When configuring the allowable difference range, the allowable difference in rebound amplitude is configured based on the measurement fluctuation range, the allowable difference in rebound arrival time is configured based on the time resolution of the unified sampling clock reference, and the allowable difference in rebound direction conversion time is configured based on the time discretization accuracy of the finite element calculation body. When the rebound arrival consistency state, the rebound direction consistency state, and the rebound attenuation consistency state all meet the corresponding allowable difference ranges, the rebound consistency verification result indicates that the verification is passed, and the finite element calculation body with the updated constraint state is determined as the corrected structural calculation body.

[0102] When the rebound consistency verification result indicates that the verification fails, the rebound propagation difference is re-established between the updated calculated rebound propagation characteristics and the measured rebound propagation characteristics. This newly established rebound propagation difference is then used to further correct the corrected structural constraint state at the corresponding structural constraint location. Subsequently, the corrected structural constraint state is used to update the finite element calculation body after constraint state updates, and the rebound consistency verification is performed again. This process continues until the rebound consistency verification result indicates that the verification passes. The resulting corrected structural calculation body then continues to participate in the contact process playback, the determination of the impact force history, and the calculation of the structural transfer results.

[0103] Optionally, the step of replaying the contact process in the corrected structural computational body according to the impact information includes: dividing the contact stage boundary by combining the collision response time period and the unloading response start point; extracting staged response data from the corrected structural response data according to the contact stage boundary; constructing multiple candidate contact histories from the staged response data; extracting the impact region and the action direction from the impact information; using the impact region as the application position of each candidate contact history; using the action direction as the application direction of each candidate contact history; applying each candidate contact history to the corrected structural computational body according to the application position and the application direction to obtain the structural computational response corresponding to each candidate contact history; and extracting the response corresponding to each monitoring point from each structural computational response using the monitoring response mapping relationship to obtain the playback response corresponding to each candidate contact history.

[0104] The contact phase boundaries are used to divide the continuous response process after the ship and the dock make contact into a loading phase, a contact transfer phase, and an unloading phase. The loading phase characterizes the process of the ship's collision force gradually increasing from the start of contact; the contact transfer phase characterizes the process of the ship and the dock maintaining contact while the collision response continues to propagate to the rearward components; and the unloading phase characterizes the process of the ship's collision force gradually weakening and the dock components beginning to rebound. The loading phase, the contact transfer phase, and the unloading phase are further used to extract the phased response data and participate in the construction of multiple candidate contact histories.

[0105] When defining the contact phase boundary by combining the collision response time period and the unloading response start point, the collision response start point is determined as the starting boundary of the loading phase, and the unloading response start point is determined as the starting boundary of the unloading phase. The contact transition point between the loading phase and the contact transfer phase is determined based on the response arrival correlation and the response attenuation correlation. The collision response start point, the contact transition point, the unloading response start point, and the collision response end point together constitute the contact phase boundary.

[0106] When determining the contact transition point, firstly, the monitoring point that last entered the response initiation state along the response propagation path is found from the response arrival association, and the state transition time of the monitoring point entering the response initiation state is read. Then, after the state transition time, the moment when the response amplitude of the monitoring point corresponding to the impact region stops continuously increasing and begins to remain constant or decrease is found from the corrected structural response data. When the monitoring point that last entered the response initiation state has formed a continuous response, and the response amplitude of the monitoring point corresponding to the impact region no longer continues to increase, the moment when the above states are simultaneously satisfied first is determined as the contact transition point. The contact transition point is used to separate the loading stage from the contact transfer stage.

[0107] The contact phase boundaries include the collision response start point, the contact transition point, the unloading response start point, and the collision response end point. The time range between the collision response start point and the contact transition point corresponds to the loading phase; the time range between the contact transition point and the unloading response start point corresponds to the contact transfer phase; and the time range between the unloading response start point and the collision response end point corresponds to the unloading phase. The time ranges for each phase are then used to extract the response data for the corresponding phase from the corrected structural response data.

[0108] When extracting the phased response data from the corrected structural response data according to the contact stage boundaries, the corrected structural response data between the collision response start point and the contact transition point is determined as the loading stage response data, the corrected structural response data between the contact transition point and the unloading response start point is determined as the contact transfer stage response data, and the corrected structural response data between the unloading response start point and the collision response end point is determined as the unloading stage response data. The loading stage response data, the contact transfer stage response data, and the unloading stage response data together constitute the phased response data. The phased response data is further used to form candidate action states for each stage.

[0109] The loading phase response data is used to characterize the increase in response amplitude of the impact area and adjacent components during the period of increased ship collision force; the contact transfer phase response data is used to characterize the state of the response reaching and extending to the associated rearward components during the duration of the ship collision force; the unloading phase response data is used to characterize the response return state and response attenuation state of each monitoring point after the start of the unloading response. Each data point in the phased response data retains the monitoring point identifier, sampling time, response type, response direction, and response value, so that the phased response data can be associated with the corrected structural calculation body according to the monitoring response mapping relationship.

[0110] When constructing multiple candidate contact histories from the phased response data, multiple candidate action states for the loading phase are first formed based on the increase in response amplitude of the loading phase response data. Each candidate action state for the loading phase includes the duration of the loading phase action, the direction of the loading phase action, and the change in the intensity of the loading phase action. The duration of the loading phase action is determined by the collision response start point and the contact transition point; the direction of the loading phase action is determined by the action direction in the impact action information; the change in the intensity of the loading phase action is formed based on the range of response amplitude changes of the monitoring points corresponding to the impact area in the loading phase response data. The candidate action states for the loading phase continue to participate in the construction of the candidate contact histories.

[0111] Subsequently, multiple candidate action states for the contact transfer phase are formed based on the contact transfer phase response data. Each candidate action state includes the duration of the contact transfer phase action, the direction of the contact transfer phase action, and the change in the intensity of the contact transfer phase action. The duration of the contact transfer phase action is determined by the contact transition point and the unloading response start point; the direction of the contact transfer phase action is determined by the action direction in the impact action information; the change in the intensity of the contact transfer phase action is formed based on the change in response amplitude when the response reaches the associated extension in the contact transfer phase response data. The candidate action states for the contact transfer phase continue to participate in the construction of the candidate contact history.

[0112] When multiple candidate action states for the unloading phase are formed based on the unloading phase response data, the change in the intensity of the unloading phase action is determined using the response shift state in the unloading phase response data, and the duration of the unloading phase action is determined using the unloading response start point and the collision response end point. The candidate action states for the unloading phase also include the unloading phase action direction determined by the impact information. The change in the intensity of the unloading phase action gradually decreases from the unloading response start point until the action state corresponding to the collision response end point. The candidate action states for the unloading phase continue to participate in the construction of the candidate contact history.

[0113] The candidate action states of the loading phase, the contact transfer phase, and the unloading phase are concatenated according to the temporal order of the contact phase boundary representations to form multiple candidate contact histories. Each candidate contact history includes continuous action states from the start point to the end point of the collision response, and retains the temporal sequence between the loading phase, the contact transfer phase, and the unloading phase. The candidate contact histories are then used to drive the corrected structural computation to form the structural computational response.

[0114] The differences between the multiple candidate contact histories are reflected in the changes in the intensity of the impact during the loading stage, the contact transfer stage, and the unloading stage, as well as the transition states of the impact intensity between adjacent stages. When constructing multiple candidate contact histories, the impact region and the direction of impact in the impact information are not changed; instead, multiple intensity variation schemes are formed within the range of response amplitude variations characterized by the phased response data. Thus, the multiple candidate contact histories can generate different structural calculation responses at the same application location and in the same application direction, and the target contact histories are determined by matching the playback response with the corrected structural response data.

[0115] After extracting the impact region and the direction of impact from the impact information, the impact region is mapped to the corresponding finite element structural unit in the corrected structural calculation body using the monitoring response mapping relationship. The contact position in the corresponding finite element structural unit corresponding to the impact region is determined as the application position. The direction of impact is mapped to the corrected structural calculation body according to the wharf coordinate direction in the wharf structure reference information to form the application direction. The application position and the application direction are then used to apply each of the candidate contact histories to the corrected structural calculation body.

[0116] When each of the candidate contact histories is applied to the corrected structural computational body according to the application location and application direction, the duration and intensity change of each candidate contact history are written to the application location according to the calculation time, and the application direction at each calculation time is kept corresponding to the application direction. The corrected structural computational body calculates the structural response caused by each candidate contact history along the structural topology to form the structural computational response corresponding to each candidate contact history. The structural computational response is then used to form the playback response of the corresponding candidate contact history.

[0117] The structural calculation response includes the displacement response, strain response, and vibration response of each finite element structural unit as the calculation time progresses. The structural calculation response also includes the response transmission state of each connection point under the action of the candidate contact history. The structural calculation response establishes a correspondence with the corresponding candidate contact history through the finite element structural unit identifier, calculation time, response type, and response direction. The response transmission state of the connection points establishes a correspondence with the structural topology through the connection point, upstream component identifier, and downstream component identifier.

[0118] When extracting the response corresponding to each monitoring point from the calculated response of each structure using the monitoring response mapping relationship, data corresponding to the installation coordinates, response type, and response direction of each monitoring point is read from the calculated response of the structure based on the monitoring point identifier and the response extraction location. The read data is rearranged according to the unified sampling clock reference to form the playback response corresponding to each candidate contact history. The playback response retains the monitoring point identifier, calculation time, response type, response direction, and response value to continue participating in the extraction of the playback response propagation features.

[0119] The playback response corresponding to each candidate contact history retains the temporal, spatial, and response type correspondences between the candidate contact history and the corrected structural response data. The temporal correspondence is formed by the calculation time and sampling time; the spatial correspondence is formed by the monitoring response mapping relationship; and the response type correspondence is formed by the same response type and the same response direction. The playback response is further used to extract the playback response propagation features and match them with the measured response propagation features extracted from the corrected structural response data.

[0120] Optionally, determining the impact force history based on the consistency between the playback response and the structural response data at the monitoring points includes: selecting consistency verification monitoring points from the collision propagation fingerprint; extracting measured response propagation features from the corrected structural response data according to the consistency verification monitoring points; extracting playback response propagation features from the playback responses corresponding to each candidate contact history, corresponding to the consistency verification monitoring points; matching the measured response propagation features with the playback response propagation features to obtain response consistency results corresponding to each candidate contact history; selecting a target contact history from each candidate contact history using the response consistency results; extracting the change in action state over time from the target contact history to form an action state change record; and determining the impact force history based on the action state change record.

[0121] When selecting the consistency verification monitoring point from the collision propagation fingerprint, monitoring points located in the response propagation initiation region, the connection point between adjacent components, and the latter part of the response propagation path are selected along the response propagation path. The consistency verification monitoring point also has continuous corrected structural response data, and the corrected structural response data includes the response type and response direction that correspond to the playback response. The consistency verification monitoring point is further used to extract the measured response propagation features from the corrected structural response data and to extract the playback response propagation features from the playback responses corresponding to each candidate contact history.

[0122] The consistency verification monitoring points cover the starting, middle, and ending positions of the response propagation path, and are used to verify whether the candidate contact history can form a propagation process corresponding to the corrected structural response data at multiple spatial locations. When multiple monitoring points are deployed on the same component, the consistency verification monitoring points are selected from different response directions of the same component so that the evolution of the response direction participates in the formation of the response consistency result.

[0123] When extracting the measured response propagation features from the corrected structural response data according to the consistency verification monitoring points, the response initiation state, response direction change, and response amplitude change of each consistency verification monitoring point during the collision response period are read. The measured response arrival correlation is formed using the response initiation state; the measured response direction evolution correlation is formed using the response direction change; and the measured response attenuation correlation is formed using the response amplitude change. The measured response arrival correlation, the measured response direction evolution correlation, and the measured response attenuation correlation are combined to form the measured response propagation features. The measured response propagation features are then used to match the replay response propagation features corresponding to each candidate contact history.

[0124] Corresponding to the consistency verification monitoring point, the playback response propagation features are extracted from the playback response corresponding to each candidate contact process. First, the activation state of the response corresponding to each consistency verification monitoring point is identified according to the calculation time of the playback response to form a playback response arrival correlation; then, the change in the response direction of the playback response is read to form a playback response direction evolution correlation; next, the change in the response amplitude of the same response type along the response propagation path is read to form a playback response attenuation correlation. The playback response arrival correlation, the playback response direction evolution correlation, and the playback response attenuation correlation are combined to form the playback response propagation features.

[0125] When matching the measured response propagation features with the playback response propagation features, first, the measured response arrival association is compared with the playback response arrival association to form a temporal matching state; then, the measured response direction evolution association is compared with the playback response direction evolution association to form a direction matching state; subsequently, the measured response attenuation association is compared with the playback response attenuation association to form an attenuation matching state. The temporal matching state, the direction matching state, and the attenuation matching state are further used to form the response consistency result corresponding to each candidate contact history.

[0126] When forming the time-series matching state, the arrival order of each consistency verification monitoring point in the measured response arrival association and the replay response arrival association is compared, and the response arrival interval between adjacent consistency verification monitoring points is compared. When forming the direction-series matching state, the initial response direction and subsequent reverse change state of the same monitoring point and the same response type in the measured response direction evolution association and the replay response direction evolution association are compared. The time-series matching state and the direction-series matching state continue to participate in the formation of the response consistency result.

[0127] When forming the attenuation matching state, the measured response amplitude changes and playback response amplitude changes of the same response type are converted into proportions relative to the baseline state of the corresponding monitoring point. Then, the proportions between adjacent consistency verification monitoring points are compared to form the attenuation matching state. Response values ​​of different response types and different dimensions are not directly compared. The attenuation matching state continues to participate in the formation of the response consistency result along with the time-series matching state and the direction-series matching state.

[0128] The timing matching state, orientation matching state, and attenuation matching state are associated with the corresponding candidate contact histories to form the response consistency result for each candidate contact histories. The response consistency result records the timing matching state, orientation matching state, and attenuation matching state of the corresponding candidate contact histories at each consistency verification monitoring point, and also records the amplitude deviation between the playback response of the same response type and the corrected structural response data. The amplitude deviation state is further used to select the target contact histories from the candidate contact histories.

[0129] When selecting the target contact history from the candidate contact histories using the response consistency results, firstly, candidate contact histories whose timing matching status indicates that the order of response arrival does not conform to the measured response arrival association are excluded. Then, candidate contact histories whose direction matching status indicates that the main response direction does not conform to the measured response direction evolution association are excluded. For the remaining candidate contact histories, the number of monitoring points whose attenuation matching status conforms to the measured response attenuation association is compared, and the amplitude deviation status of the same response type is compared.

[0130] The response consistency verification conditions used to select the target contact history are pre-configured based on the measurement fluctuation range of each monitoring point, the time resolution of the unified sampling clock reference, and the time discretization accuracy of the finite element calculation volume. The response consistency verification conditions include response arrival sequence conditions, response direction change conditions, response attenuation relationship conditions, and allowable deviation range of response amplitude. Candidate contact histories where the timing matching state, direction matching state, and attenuation matching state all satisfy the response consistency verification conditions, and the amplitude deviation state is within the allowable deviation range of the response amplitude, are selected as the target contact history.

[0131] When multiple candidate contact processes have similar response consistency results, the number of continuous response propagation monitoring points corresponding to each candidate contact process is determined. The number of continuous response propagation monitoring points is used to characterize the number of monitoring points that form a continuous response propagation relationship along the response propagation path for each candidate contact process. The candidate contact process with a larger number of continuous response propagation monitoring points is selected as the target contact process, so that the target contact process can continue to be used to form the action state change record.

[0132] When extracting the changes in the action state over time from the target contact history, the duration, direction, and intensity of the action in the loading, contact transfer, and unloading phases of the target contact history are read respectively, and the action states are arranged according to the calculation time to form the action state change record. The action state change record retains the boundary of the contact phase and the intensity changes within each contact phase, and continues to be used to determine the impact force action history.

[0133] When determining the impact force history based on the action state change record, the action intensity in the action state change record is arranged continuously according to the corresponding calculation time, and the action direction in the impact action information is associated with the action intensity at each calculation time. The resulting impact force history includes the onset time, duration, direction, and time-varying action intensity of the ship impact force within the collision response period. The impact force history continues to serve as the action input for the corrected structural calculation body.

[0134] The impact force history is determined by the target contact history, which generates a playback response that matches the corrected structural response data, and continues to serve as the impact input to the corrected structural calculation body to form the structural transfer result. The structural transfer result is then used to determine the damage state of the component.

[0135] Optionally, the generation of the structural transfer result and the component damage state includes: extracting the impact region and the action direction from the impact information; using the impact region as the action location of the impact force action history; applying the impact force action history to the corrected structural calculation body according to the action location and the action direction to obtain the structural transfer result; registering the structural transfer result to the corresponding component according to the structural topology to obtain the component response transfer record; registering the corrected structural response data corresponding to the collision response endpoint to the corresponding component using the monitoring response mapping relationship to obtain the residual response state; comparing the corrected structural constraint state with the initial structural constraint state to obtain the connection transfer change state; and associating the component response transfer record, the residual response state, and the connection transfer change state to generate the component damage state.

[0136] After extracting the impact region and the direction of impact from the impact information, the impact region is mapped to the corresponding finite element structural unit in the corrected structural calculation body according to its spatial location in the wharf structure reference information, thus forming the impact location of the impact force history. The impact direction is then mapped to the impact location according to the wharf coordinate direction in the wharf structure reference information, so that the impact force history is applied to the corrected structural calculation body along the impact direction. The impact location and the impact direction are then used to form the structural transfer result.

[0137] When the impact force history is applied to the corrected structural calculation body according to the stated location and direction of impact, the impact intensity at each calculation moment in the impact force history is sequentially applied to the location of impact. The corrected structural calculation body transmits the collision force from the location of impact to adjacent finite element structural units according to the structural topology, and forms corresponding displacement response, strain response, vibration response, and connection response transmission state at each calculation moment. The displacement response, strain response, vibration response, and connection response transmission state are further used to form the structural transmission result.

[0138] The displacement response, strain response, vibration response, and response transmission status of each finite element structural unit, as well as the response transmission status of the connection points, are correlated according to the calculation time and the structural topology to form the structural transmission result. This structural transmission result characterizes the response changes of each component and connection point as the impact force propagates from the impact area to the components behind the wharf. The structural transmission result is further used to form the component response transmission record.

[0139] When registering the structural transfer results to the corresponding components according to the structural topology, the component identifier corresponding to each finite element structural unit is read, and the displacement response, strain response, and vibration response of the finite element structural unit at each calculation time are registered to the corresponding component. For the response transfer status of the connection part, it is registered according to the upstream component identifier and downstream component identifier corresponding to the connection part. The displacement response, strain response, vibration response, and connection part response transfer status registered to the corresponding component are associated to form the component response transfer record.

[0140] The component response transmission record includes component identifier, adjacent component identifier, connection location, calculation time, response type, response direction, and response value. This record characterizes the moment each component receives the impact of a ship collision, the changes in the impact within the component, and the state of the impact continuing to propagate to adjacent components. The record is further used to generate the component damage state and a quantitative record of the component damage.

[0141] When registering the corrected structural response data corresponding to the collision response endpoint to the corresponding component using the monitoring response mapping relationship, the displacement and strain changes within a continuous sampling period near the collision response endpoint are first extracted. Then, according to the monitoring point identifier, the component identifier, and the installation coordinates, the displacement and strain changes are registered to the corresponding component to form the residual response state. The residual response state is further used to form the component damage state.

[0142] The residual response state characterizes the response of a component that fails to return to the baseline state at the monitoring point after a ship collision event. The residual response state includes the displacement change retained by the component relative to the stable position at the end of the collision response, and the strain change retained by the component relative to the strain baseline value at the end of the collision response. The vibration change enters a state of continuous decay at the end of the collision response; short-term vibration changes are not directly determined as the residual response state of the component. The residual response state continues to participate in the determination of the component's damage state.

[0143] When comparing the corrected structural constraint state with the initial structural constraint state, the transmitted strength, transmitted damping, constraint direction, constraint strength, allowable relative displacement state, and allowable displacement state are read from both structural constraint states according to the structural constraint location and constraint type. The corresponding contents for the same structural constraint location and the same constraint type are compared to form the connection transmission change state. The connection transmission change state continues to participate in the determination of the component damage state.

[0144] The connection transfer change state is used to characterize the change in the actual response transfer relationship between components relative to the initial structural constraint state during a ship collision event. The connection transfer change state includes changes in transfer strength, transfer damping, allowable relative displacement, and constraint changes at external constraint locations. The connection transfer change state is registered to the structural topology according to the connection locations, so that the connection transfer change state continues to be associated with the component response transfer record and the residual response state.

[0145] When generating the component damage state by associating the component response transmission record, the residual response state, and the connection transmission change state, the component identifier and connection location are used as the association basis. For each component, the response change during the ship collision action transmission is extracted from the component response transmission record, and the residual response state of the corresponding component is associated with the response change. For the connection location connected to the component, the corresponding connection transmission change state is then associated with the component to form the component damage state.

[0146] The component damage state includes component identification, component response transmission record, residual response state, and connection transmission change state. The component response transmission record is used to characterize the dynamic forces experienced by the component during the ship collision; the residual response state is used to characterize the deformation state retained by the component after the ship collision; and the connection transmission change state is used to characterize the change in the response transmission relationship between components. The component response transmission record, the residual response state, and the connection transmission change state are collectively used to determine the component damage state, so as to avoid determining the component damage state based solely on the instantaneous response peak value of a single monitoring point.

[0147] Optionally, generating a quantitative assessment result from the component damage state includes: quantitatively registering the impact information to obtain an impact quantitative record; quantitatively registering the impact force history to obtain an impact history quantitative record; combining the component damage state with the component response transmission record to form a component damage quantitative record; extracting structural design conditions from the wharf structure reference information; using the structural design conditions to form a structural response access boundary; matching the component damage quantitative record with the structural response access boundary to obtain an access matching result; and generating the quantitative assessment result based on the impact quantitative record, the impact history quantitative record, the component damage quantitative record, and the access matching result.

[0148] When quantifying and registering the impact information, the component identifier, spatial location, and area of ​​the impact region in the wharf structural reference information are written into the impact quantification record, and the directional relationship of the impact direction relative to the wharf coordinate direction is also written into the impact quantification record. The impact quantification record is used to characterize the spatial location and direction of the ship collision on the wharf and continues to participate in the generation of the quantification evaluation results.

[0149] When quantifying the impact force trajectory, the starting time, duration, direction, and intensity of the impact force over time are read, and these are arranged according to the unified sampling clock reference to form a quantitative impact trajectory record. This quantitative impact trajectory record characterizes the continuous changes in the ship collision action from the loading phase to the contact transfer phase and then to the unloading phase, and continues to participate in the generation of the quantitative evaluation results.

[0150] When forming the component damage quantification record by combining the component damage state with the component response transmission record, the component identifier is used as an index to associate the residual response state and the connection transmission change state in the component damage state with the displacement response, strain response, vibration response, and connection response transmission state in the component response transmission record. The component damage quantification record thus records the dynamic response of each component during the ship collision and the residual response state and connection transmission change state after the ship collision, and continues to participate in the generation of the admission matching result.

[0151] The component damage quantification record includes component identification, component spatial location, component response transmission record, residual response state, and connection transmission change state. The component spatial location is read from the structural topology and used to locate the corresponding component in the quantification evaluation results; the component response transmission record is used to characterize the time process of the ship collision effect being transmitted to the corresponding component; the residual response state and the connection transmission change state are used to characterize the structural state of the corresponding component after the ship collision. The component damage quantification record is further used for matching with the structural response admission boundary.

[0152] When extracting the structural design conditions from the wharf structural reference information, the design action direction, allowable displacement state, allowable strain state, and allowable transfer state of the connection parts corresponding to each component identifier are read from the design drawings and component design data. The structural design conditions can also be updated by combining the most recent component inspection record before the ship collision event, so that the structural design conditions correspond to the state of the wharf components at the time of the ship collision event. The structural design conditions continue to be used to form the structural response access boundary.

[0153] When forming the structural response access boundary using the aforementioned structural design conditions, the component response transmission access range, residual response access range, and connection transmission change access range are configured according to component identification, response type, and response direction, respectively. The component response transmission access range is used to match the component response transmission record; the residual response access range is used to match the residual response state; and the connection transmission change access range is used to match the connection transmission change state. The component response transmission access range, the residual response access range, and the connection transmission change access range together constitute the structural response access boundary.

[0154] The different response types within the structural response admission boundary remain independent of each other. The displacement response corresponds to the allowable displacement state in the structural design condition, the strain response corresponds to the allowable strain state in the structural design condition, and the connection transmission change state corresponds to the allowable transmission state of the connection parts in the structural design condition. Response data of different dimensions are not directly compared. The structural response admission boundary establishes a correspondence between the component identifier and the component damage quantification record, which is then used to form the admission matching result.

[0155] When matching the component damage quantification record with the structural response admission boundary, the component response transmission record is first matched with the component response transmission admission range to form a component response transmission matching state; then, the residual response state is matched with the residual response admission range to form a residual response matching state; subsequently, the connection transmission change state is matched with the connection transmission change admission range to form a connection transmission matching state. The component response transmission matching state, the residual response matching state, and the connection transmission matching state are further used to form the admission matching result.

[0156] The component response transmission matching status, the residual response matching status, and the connection transmission matching status are associated according to the component identifier to form the admission matching result. The admission matching result is used to characterize whether the component response transmission record, the residual response status, and the connection transmission change status of each component are within the corresponding component response transmission admission range, the residual response admission range, and the connection transmission change admission range, and is further used to determine the structural review trigger status.

[0157] When generating the quantitative evaluation result based on the impact action quantification record, the impact history quantification record, the component damage quantification record, and the access matching result, the impact action quantification record is used to characterize the impact area and the impact direction; the impact history quantification record is used to characterize the impact force history; the component damage quantification record is used to characterize the component damage state of each component; and the access matching result is used to characterize the matching state of each component relative to the structural response access boundary. All of the above together constitute the quantitative evaluation result.

[0158] The quantitative assessment results include the impact area, direction of impact, impact force history, affected components, component response transmission records, residual response status, connection transmission change status, and access matching results corresponding to the ship collision event. These contents are associated according to the collision event identifier, establishing a correspondence between the structural response data of the monitoring points, the impact information, the structural transmission results, and the component damage status for the same ship collision event. The quantitative assessment results are further used to determine the structural review trigger status.

[0159] Optionally, the method further includes: forming a structural review trigger state based on the quantitative evaluation results; when the structural review trigger state indicates that structural review is required, generating a post-collision review path by combining the component damage state and the structural topology; determining review action information based on the post-collision review path; applying a review action to the component corresponding to the post-collision review path according to the review action information to obtain review response data; replaying the review action in the corrected structural calculation body according to the review action information to obtain a review calculation response; and comparing the review response data with the review calculation response to generate a structural review result.

[0160] When the structural review trigger state is formed based on the quantitative evaluation results, the component response transmission matching state, the residual response matching state, and the connection transmission matching state of each component are read from the admission matching results. When the residual response matching state or the connection transmission matching state of at least one component is not within the corresponding residual response admission range or the connection transmission change admission range, the structural review trigger state indicates that structural review is required. The structural review trigger state continues to be used to determine the post-collision review path.

[0161] When the component response represented by the component response transmission matching state approaches the boundary of the component response transmission admission range, and the component response transmission record indicates that there is a continuous response concentration state between adjacent components, the structural verification trigger state also indicates that structural verification is required. The continuous response concentration state is determined by the state in which the response amplitude formed by adjacent components continuously increases during continuous calculation. The structural verification trigger state retains the component identifier, connection location, component response transmission matching state, residual response matching state, and connection transmission matching state that triggered the structural verification, so that the above contents continue to participate in the generation of the post-collision verification path.

[0162] When generating the post-collision verification path by combining the component damage state with the structural topology, the component identifier or connection point recorded in the structural verification trigger state is used as the verification starting position. Subsequently, adjacent components are searched along the structural topology towards the impact area and behind the response propagation path, and the component damage state of each adjacent component is read. The verification starting position and each adjacent component are used to form the post-collision verification path.

[0163] Adjacent components whose damage status indicates the presence of the residual response state or the change in connection transmission state are sequentially registered to the post-collision verification path. The post-collision verification path includes the verification start position, adjacent component identifiers, connection points, and component arrangement order. The post-collision verification path is used to define the verification action location, verification action direction, and verification response data acquisition range, and continues to be used to form the verification action information.

[0164] When determining the verification action information based on the post-collision verification path, the spatial position, arrangement direction, and monitoring point arrangement information of each component in the post-collision verification path are read from the wharf structure reference information. The verification action position is determined using the component spatial position, the verification action direction is determined using the component arrangement direction and the response transmission direction of the connection points, and the verification monitoring points participating in the verification response data acquisition are determined using the monitoring point arrangement information. The verification action position, the verification action direction, and the verification monitoring points are further used to form the verification action information.

[0165] The verification action information includes the verification action location, verification action direction, verification action duration, and verification monitoring point identifiers. The verification action duration is pre-configured based on the continuous dynamic response status of the components along the verification path after the collision, enabling the continued acquisition of response return status and response attenuation status at each verification monitoring point after the verification action ends. The verification action information is further used to acquire the verification response data and the verification calculation response.

[0166] When the verification action is applied to the component corresponding to the post-collision verification path according to the verification action information, a transient action with controlled duration is applied at the verification action location along the verification action direction. The intensity of the verification action is pre-configured based on the allowable dynamic response range in the structural design conditions to ensure that the verification action does not change the existing residual response state of the component. Before the verification action begins, the verification reference response of the verification monitoring point is collected according to the unified sampling clock reference, and the verification reference response is used to correct the response collected after the verification action begins.

[0167] After the verification process begins, vibration response, strain response, and displacement response are collected at each verification monitoring point according to the unified sampling clock reference. The vibration response, strain response, and displacement response collected after the start of the verification process are corrected using the verification reference response to form the verification response data. The verification response data retains the monitoring point identifier, sampling time, response type, response direction, and response value, and is used for comparison with the calculated verification response.

[0168] When the verification action is replayed in the corrected structural calculation body according to the verification action information, the location of the verification action is mapped to the corresponding finite element structural unit in the corrected structural calculation body using the monitoring response mapping relationship, and the direction of the verification action is mapped to the corresponding finite element structural unit according to the wharf coordinate direction. Subsequently, according to the duration of the verification action, a transient action corresponding to the verification action is applied to the corrected structural calculation body to form the verification calculation response.

[0169] The verification calculation response includes the vibration response, strain response, and displacement response of each finite element structural unit corresponding to the verification path after the collision, generated at different calculation times. The response corresponding to each verification monitoring point is extracted from the verification calculation response using the monitoring response mapping relationship, so that the verification calculation response and the verification response data correspond in terms of monitoring point identification, response type, response direction, and time location. The verification calculation response and the verification response data are then used to form the structural verification result.

[0170] When comparing the verification response data with the verification calculation response, the following associations are extracted along the verification path after the collision: verification response arrival association, verification response direction evolution association, verification response attenuation association, verification calculation response arrival association, verification calculation response direction evolution association, and verification calculation response attenuation association. Then, the verification response arrival association and the verification calculation response arrival association are compared according to the same response type, the verification response direction evolution association and the verification calculation response direction evolution association are compared, and the verification response attenuation association and the verification calculation response attenuation association are compared to form the structural verification result.

[0171] The structural verification results include the response arrival comparison status, response direction comparison status, response attenuation comparison status, and residual response comparison status of each component along the post-collision verification path. The response arrival comparison status is derived from the comparison of the verified measured response arrival association and the verified calculated response arrival association; the response direction comparison status is derived from the comparison of the verified measured response direction evolution association and the verified calculated response direction evolution association; the response attenuation comparison status is derived from the comparison of the verified measured response attenuation association and the verified calculated response attenuation association; and the residual response comparison status is derived from the comparison of the verification response data after the verification process ends with the verification baseline response. The structural verification results are further used to determine the residual response verification status and the connection transfer verification status.

[0172] Optionally, the method further includes: determining the residual response verification state and the connection transfer verification state from the structural verification results; using the residual response verification state to correct the residual response state in the component damage state to obtain an updated residual response state; using the connection transfer verification state to correct the connection transfer change state in the component damage state to obtain an updated connection transfer change state; associating the updated residual response state with the updated connection transfer change state to generate an updated component damage state; and regenerating the quantitative evaluation result using the updated component damage state as input.

[0173] When determining the residual response verification state from the structural verification results, the residual response comparison state in the structural verification results is read, and the displacement response and strain response of each verification monitoring point after the verification action ends are read. Subsequently, the displacement response and strain response after the verification action ends are registered to the corresponding component in the post-collision verification path using the monitoring response mapping relationship, and compared with the residual response state of the corresponding component in the component damage state to form the residual response verification state.

[0174] When the displacement response after the verification process returns to the displacement state in the verification reference response, and the strain response after the verification process returns to the strain state in the verification reference response, the residual response verification state indicates that no new residual response has been formed in the corresponding component. When the displacement response or strain response after the verification process deviates continuously from the verification reference response, the residual response verification state records the post-verification residual displacement change and post-verification residual strain change of the corresponding component. The post-verification residual displacement change and the post-verification residual strain change are further used to form the updated residual response state.

[0175] The residual response verification state includes component identification, verification location, residual displacement change after verification, and residual strain change after verification. The residual response verification state is formed by the verification response data and the residual response comparison state, and is further used to correct the residual response state in the component damage state to form the updated residual response state.

[0176] When determining the connection transmission verification state from the structural verification results, the response arrival comparison state, the response direction comparison state, and the response attenuation comparison state are read along the post-collision verification path. If the response arrival comparison state, the response direction comparison state, or the response attenuation comparison state continuously indicates a propagation deviation between the verification response data and the verification calculated response after a certain connection point, then the connection point and the corresponding propagation deviation state are registered in the connection transmission verification state.

[0177] The connection transfer verification state includes the connection location, upstream component identifier, downstream component identifier, response arrival deviation state, response direction deviation state, and response attenuation deviation state. The response arrival deviation state originates from the response arrival comparison state; the response direction deviation state originates from the response direction comparison state; and the response attenuation deviation state originates from the response attenuation comparison state. The connection transfer verification state is used to characterize the relationship between the actual transfer state of the corresponding connection location and the calculated transfer state in the corrected structural calculation body when the verification action propagates along the post-collision verification path, and continues to be used to form the updated connection transfer change state.

[0178] When correcting the residual response state in the component damage state using the residual response verification state, a correspondence is established between the residual response verification state and the residual response state according to the component identifier. When the residual response verification state matches the residual response state, the residual response state in the component damage state is retained, and the retained residual response state is determined as the updated residual response state. When the residual response verification state indicates that the residual displacement change or the residual strain change after verification is different from the original residual response state, the corresponding content in the residual response state is replaced with the residual displacement change and the residual strain change after verification to form the updated residual response state.

[0179] When correcting the connection transmission change state in the component damage state using the connection transmission verification state, a correspondence is established according to the connection location, upstream component identifier, and downstream component identifier. When the connection transmission verification state matches the connection transmission change state, the connection transmission change state in the component damage state is retained, and the retained connection transmission change state is determined as the updated connection transmission change state. When the connection transmission verification state indicates that the actual transmission state differs from the original connection transmission change state, the connection transmission change state of the corresponding connection location is corrected using the response arrival deviation state, the response direction deviation state, and the response attenuation deviation state to form the updated connection transmission change state.

[0180] When generating the updated component damage state by associating the updated residual response state with the updated connection transmission change state, the updated residual response state is registered to the corresponding component according to the component identifier, and the updated connection transmission change state is registered to the corresponding upstream and downstream components according to the connection location. Subsequently, the component response transmission record is further associated with the corresponding component to form the updated component damage state. The updated component damage state is then used to update the component damage quantification record.

[0181] The updated component damage status includes component identification, component response transmission record, updated residual response status, and updated connection transmission change status. The updated component damage status is jointly determined by the structural transmission results formed during the ship collision and the structural verification results formed after the ship collision, and continues to be used to regenerate the quantitative assessment results.

[0182] When regenerating the quantitative evaluation result using the updated component damage state as input, the component damage quantification record is updated according to the component identifier using the updated component damage state to form an updated component damage quantification record. Subsequently, the updated component damage quantification record is re-matched with the structural response admission boundary to form an updated admission matching result. The updated component damage quantification record and the updated admission matching result are then used to regenerate the quantitative evaluation result.

[0183] When regenerating the quantitative assessment results, the impact action quantification record, the impact history quantification record, the updated component damage quantification record, and the updated access matching result are correlated. The regenerated quantitative assessment results retain the impact action quantification record and the impact history quantification record corresponding to the original ship collision event, and replace the original component damage quantification record with the updated component damage quantification record, and replace the original access matching result with the updated access matching result. Therefore, the regenerated quantitative assessment results can reflect the updated residual response state and the updated connection transfer change state of each component after structural review.

[0184] As a more specific example, the following uses a ship collision involving the first structural section of a target wharf at a large shipbuilding base as an example to illustrate the quantitative assessment method following a ship collision with the wharf. The target wharf has a total berth length of 476 meters and a wharf platform length of 476 meters, suitable for the construction, berthing, or outfitting of 300,000-ton large oil tankers and 24,000 TEU container ships. Acceleration monitoring points, strain monitoring points, temperature monitoring points, and displacement monitoring points are arranged according to the structural sections and frame positions of the target wharf, totaling 264 monitoring points. Wind speed and direction monitoring points, water level monitoring points, wave monitoring points, and video monitoring points are also arranged along the target wharf.

[0185] Wind speed and direction data collected from wind speed and direction monitoring points, water level data collected from water level monitoring points, and wave data collected from wave monitoring points together form environmental reference data. This environmental reference data is used to identify slow structural changes caused by strong winds, water level changes, and wave action. Video data collected from video monitoring points forms event verification data. This event verification data is used to verify whether there are image changes indicating that a vessel is approaching the target dock or that the vessel is in contact with the dock's leading edge during the candidate event period. The environmental reference data and event verification data do not replace the matching results of the candidate multi-point response correlation and collision propagation criteria; rather, they are used to exclude interference from continuous changes in environmental loads or non-collision operations on the collision event determination results.

[0186] In this embodiment, the first structural section of the target wharf is selected as the assessment area for the ship collision event. The first structural segment has one bidirectional acceleration monitoring point on each of the crossbeams of the pile foundations of frames 1, 3, 5, and 7, forming a total of four bidirectional acceleration monitoring points; eight strain monitoring points are arranged on the lower part of the track beams between frames 4 and 5, frames 5 and 6, frames 6 and 7, and frames 7 and 8; 20 strain monitoring points are arranged on the sides of the multiple rows of pile foundations of frames 1, 3, 5, 7, and 9; six strain monitoring points are arranged at the bottom of the crossbeams of frames 3, 5, and 7; one temperature monitoring point is arranged on frame 5; and four displacement monitoring points are arranged at the structural segment connection position between frames 10 and 11. These displacement monitoring points are specifically wire-type displacement monitoring points, with two points used to collect the lateral displacement response of the wharf and the other two points used to collect the longitudinal displacement response of the wharf. The aforementioned monitoring points are arranged to cover the crossbeams, track beams, crossbeams, sides of the pile foundation, and structural segment connection locations, so that the impact of ship collisions can be continuously collected as it propagates from the front edge of the wharf to the interior of the wharf, and that the structural response data collected from monitoring points at different component locations can participate in the formation of multi-point response correlations.

[0187] In this embodiment, the bidirectional acceleration monitoring point uses an accelerometer with a measurement range of ±2 times gravitational acceleration, a sampling frequency of 50 Hz, and a bandwidth of DC to 120 Hz; the strain monitoring point uses a resistive surface strain gauge with a measurement range of ±3000 microstrains and a gauge length of 78 mm; the temperature monitoring point uses a digital temperature sensor with a measurement range of -40°C to 60°C and a temperature measurement error of no more than ±0.3°C; and the displacement monitoring point uses a wire displacement gauge with a range of 100 mm, a resolution of 0.02 mm, and a frequency response range of 0 to 15 Hz. The acceleration response collected by the bidirectional acceleration monitoring point is a specific type of vibration response. After correcting the acceleration response using the reference state of the monitoring point, vibration changes are formed. Each bidirectional acceleration monitoring point, strain monitoring point, and displacement monitoring point records the sampling time according to a unified sampling clock reference, and the temperature monitoring point records the temperature response according to the same clock source, so that the temperature response can be correlated to the strain response of the corresponding strain monitoring point according to the sampling time.

[0188] Each monitoring point is configured with a unique identifier in the monitoring platform. Taking the bidirectional acceleration monitoring point of the crossbeam on the pile foundation of the No. 3 frame as an example, its monitoring point identifier sequentially records the target wharf identifier, the first structural segment identifier, the No. 3 frame identifier, the crossbeam on the pile foundation identifier, the acceleration response type, and the lateral response direction. The target wharf identifier is used to distinguish the structural response data of the monitoring point corresponding to different wharves; the first structural segment identifier is used to associate the structural response data of the monitoring point with the first structural segment of the target wharf; the No. 3 frame identifier is used to locate the frame to which the monitoring point belongs; the crossbeam on the pile foundation identifier is used to determine the component to which the monitoring point belongs; the acceleration response type is used to determine the response type collected by the monitoring point; and the lateral response direction is used to determine the response direction of the acceleration response relative to the coordinate direction of the wharf.

[0189] Taking the strain monitoring point under the track beam between frames 4 and 5 as an example, its monitoring point identifier sequentially records the target wharf identifier, the first structural segment identifier, the identifier of the section between frames 4 and 5, the track beam identifier, the strain response type, and the strain measurement direction. The identifier of the section between frames 4 and 5 is used to locate the frame section where the strain monitoring point is located, the track beam identifier is used to determine the component to which the strain monitoring point belongs, and the strain response type and strain measurement direction are used to determine the response type and response direction of the strain response. The monitoring point identifier, together with the installation coordinates of the monitoring point, the identifier of the component to which it belongs, the response type, and the response direction, form the monitoring point layout information, which further participates in the establishment of the monitoring response mapping relationship.

[0190] In an exemplary ship collision event, a large outfitting vessel drifted laterally as it approached the first structural section of the target pier. The hull impacted the leading edge structure between frames 3 and 5 via the pier's foreshore fenders. The monitoring platform continuously received rolling response data from each monitoring point. Acceleration, strain, and displacement responses were sampled at a frequency of 50 Hz, with a 0.02-second interval between each adjacent sampling time. The monitoring platform defined the rolling response data within the 60 seconds prior to the current sampling time as the current analysis window and used the rolling response data within this window that did not exhibit abrupt changes to form the normal fluctuation range for each monitoring point. This normal fluctuation range serves as a component of the monitoring point's baseline state and is used to identify abrupt changes in response within the current analysis window.

[0191] Prior to the ship collision, the lateral acceleration response of the crossbeam on the pile foundation of frame No. 3 was mainly within the normal fluctuation range of ±0.006 times the gravitational acceleration; the strain response of the lower part of the track beam between frames No. 4 and No. 5 was mainly within the normal fluctuation range of ±8 microstrain; and the lateral displacement response between frames No. 10 and No. 11 was mainly within the normal fluctuation range of ±0.08 mm. These normal fluctuation ranges are not used as common numerical thresholds for different response types, but rather are used separately to determine whether the corresponding response type deviates from the baseline state of the corresponding monitoring point.

[0192] At 14:32:18.240, the lateral acceleration response of the crossbeam on the pile foundation of frame No. 3 first increased to 0.22 times the gravitational acceleration; after 0.04 seconds, the lateral acceleration response of the crossbeam on the pile foundation of frame No. 5 increased to 0.17 times the gravitational acceleration; after another 0.06 seconds, the lateral acceleration response of the crossbeam on the pile foundation of frame No. 7 increased to 0.11 times the gravitational acceleration. The strain response of the lower part of the track beam between frames No. 4 and No. 5 subsequently deviated from the strain reference value in the monitoring point's reference state and reached 186 microstrains during the collision loading process; the strain response of the side of the pile foundation of frame No. 3 then showed a change in the compressive direction; the lateral displacement response between frames No. 10 and No. 11 finally showed a continuous offset towards the inward side of the wharf.

[0193] In this embodiment, the condition for forming a candidate event period is defined as the state in which at least three monitoring points with component connection relationships continuously exceed their respective normal fluctuation ranges within 0.20 seconds, and the order of response occurrences conforms to the connection order of the wharf components. Since the bidirectional acceleration monitoring points of the No. 3, No. 5, and No. 7 frames successively exhibit abrupt response changes, and the strain monitoring points under the track beam and the strain monitoring points on the side of the pile foundation subsequently exhibit abrupt response changes, the candidate event period is formed from the moment when the lateral acceleration response of the crossbeam on the pile foundation of the No. 3 frame first continuously deviates from the normal fluctuation range.

[0194] The forward data segment of the candidate event period is set to 5 seconds before the response mutation occurs, and the backward data segment is set to 15 seconds after the response mutation occurs. Therefore, the candidate event period includes rolling response data from 14:32:13.240 to 14:32:33.240. The forward data segment is used to establish the baseline state of the monitoring points, and the backward data segment covers the processes of collision generation, collision response propagation, unloading and rebound, and response decay. The forward and backward data segments together constitute the candidate event period, enabling it to be further used to extract candidate multi-point response correlations.

[0195] When extracting candidate multi-point response correlations, the abrupt change times of the acceleration response of the crossbeams on the pile foundations of frames No. 3, No. 5, and No. 7, as well as the abrupt change times of the strain responses of the track beams, crossbeams, and pile foundation sides, are arranged according to the sampling time to form the candidate response arrival order. The initial response direction of each acceleration response, the tensile or compressive direction of each strain response, and the initial offset direction of each displacement response are registered to form the candidate response direction change relationship. The change ratio of the same response type of adjacent monitoring points relative to their respective monitoring point reference state is compared to form the candidate response attenuation relationship. The candidate response arrival order, candidate response direction change relationship, and candidate response attenuation relationship together constitute the candidate multi-point response correlation.

[0196] The collision propagation criterion is configured based on the structural topology of the target wharf before the monitoring platform is put into operation. For the first structural segment, the connection sequence of the wharf components recorded in the collision propagation criterion includes the leading edge fender corresponding to the hull contact area, the crossbeam on the pile foundation, the track beam or crossbeam, the side of the pile foundation, and the connection position of the structural segment. The collision propagation criterion also records that the bidirectional acceleration monitoring point near the hull contact area should form a sudden change in response before the bidirectional acceleration monitoring point behind it, the strain response of the track beam and crossbeam should form a continuous change after the acceleration response near the hull contact area, and the tensile or compressive direction of the strain response on the side of the pile foundation should correspond to the movement direction of the crossbeam on the pile foundation. The above-mentioned connection sequence of wharf components, the order of response occurrence, and the correspondence of response directions together form the matching content of the collision propagation criterion.

[0197] After matching the candidate multi-point responses with the collision propagation criteria, the arrival order, direction change, and attenuation of the candidate responses all conformed to the connection order of the wharf components in the first structural segment. Therefore, a collision event determination result indicating a ship collision event was formed, and a collision trigger signal was generated at 14:32:18.240. Environmental reference data did not indicate any strong winds, sudden changes in water level, or sudden changes in waves sufficient to cause the aforementioned continuous response propagation during this period. Event verification data showed that the ship was close to the target wharf front during this period, further ruling out the possibility of continuous response propagation caused by environmental loads. The collision trigger signal included the collision event identifier corresponding to this ship collision event, the start time of the candidate event period, and the end time of the candidate event period.

[0198] In response to a collision trigger signal, the target wharf's structural reference information is retrieved from static data pre-stored on the monitoring platform. This information includes the spatial locations of the superstructure and substructure, derived from oblique photography data, lidar data, and construction drawings; the geometric dimensions of pile foundations, beams on pile foundations, track beams, crossbeams, wharf decks, and connections, derived from as-built drawings; component material information from design and testing data; structural boundary information based on construction connection methods and pile-soil relationships; and the layout information of monitoring points (bidirectional acceleration, strain, temperature, and displacement). All of this information constitutes the wharf's structural reference information and is used to establish the finite element calculation volume and the monitoring response mapping relationship.

[0199] When defining the collision response period, a baseline state for the monitoring points is formed from the structural response data of the monitoring points within 5 seconds prior to the collision trigger signal. For the strain response, the temperature response of the fifth frame temperature monitoring point is read, and based on the synchronous change relationship between the temperature response and strain response during the stable period before the collision trigger signal, the slow strain change corresponding to each 1-degree Celsius change in temperature response is determined. In this embodiment, a slow strain change of 9.6 micro-strain corresponding to each 1-degree Celsius change in temperature response can be used as an exemplary temperature correction relationship. When the ship collision event occurs, the temperature response of the fifth frame is 28.6 degrees Celsius. First, the slow strain change caused by the temperature response change is removed from the strain response according to the temperature correction relationship. Then, the corrected strain change, vibration change, and displacement change are arranged according to a unified sampling clock reference to form the corrected structural response data.

[0200] After extracting the response initiation and steady-state states of each monitoring point from the corrected structural response data, the moment when the vibration change corresponding to the crossbeam on the pile foundation of the No. 3 frame continuously exceeds the normal fluctuation range is determined as the state transition moment corresponding to the first response initiation state. Since the No. 5 frame, the No. 7 frame, the track beam, the crossbeam, and the side of the pile foundation subsequently form a continuous response initiation state along the structural topology, 14:32:18.240 is determined as the collision response starting point.

[0201] After 14:32:24.260, the vibration changes at each bidirectional acceleration monitoring point entered a state of continuous decay, the strain changes at each strain monitoring point stopped deviating from the strain reference value, and the displacement change between the 10th and 11th frame structures entered a residual steady state, with no new response initiation occurring within one second. Therefore, 14:32:24.260 was determined as the collision response endpoint, and the corrected structural response data between 14:32:18.240 and 14:32:24.260 was extracted as the collision response period.

[0202] During the collision response period, the crossbeam on the No. 3 pile foundation first exhibited vibration changes, followed by the crossbeam on the No. 5 pile foundation, and then the crossbeam on the No. 7 pile foundation. Strain changes in the track beam and the sides of the pile foundations continued according to the component connection relationships, thus forming a response arrival correlation. The initial response directions corresponding to the vibration changes of the No. 3 and No. 5 pile foundations both initially pointed towards the inner side of the wharf. The sides of the pile foundations closer to the hull contact point exhibited compressive strain changes, while those farther from the hull contact point exhibited tensile strain changes, thus forming a response direction evolution correlation. The proportion of the same response type relative to the baseline state of the monitoring point generally decreased from the No. 3 pile foundation to the No. 7 pile foundation, thus forming a response decay correlation.

[0203] The response arrival correlation, response direction evolution correlation, and response attenuation correlation are combined to form a multi-point response correlation. Based on the spatial correspondence between monitoring points and the component connection relationships between the corresponding components, starting from the crossbeam on the No. 3 frame pile foundation, the crossbeams on the No. 5 and No. 7 frame pile foundations, the track beam, the crossbeam, and the side of the pile foundation are sequentially registered to form a response propagation path. The multi-point response correlation and the response propagation path together form a collision propagation fingerprint.

[0204] After tracing back along the response propagation path, multiple response propagation paths all point to the wharf front area between the No. 3 and No. 5 piers. Therefore, this wharf front area is determined as the response propagation initiation area, and the wharf structure area corresponding to the response propagation initiation area is determined as the impact area. The initial response direction corresponding to the acceleration response collected by each bidirectional acceleration monitoring point within the impact area all points towards the inside of the wharf. The displacement response corresponding to the impact area forms an offset towards the inside of the wharf and slightly towards the No. 5 pier. The strain monitoring points on the side of the pile foundation form a tensile-compressive distribution corresponding to this offset direction. Therefore, in this embodiment, the direction of action is determined as primarily the transverse inward direction of the wharf and secondarily the longitudinal direction of the wharf towards the No. 5 pier, and the impact area and the direction of action are associated to form impact action information.

[0205] When monitoring the phased changes of the multi-point response correlation during the collision response period, after 14:32:19.420, the response reached the correlation and no longer extended to new subsequent monitoring points. The displacement changes corresponding to the No. 3 and No. 5 frames began to shift back to the stable positions in the baseline state of the monitoring points. The strain changes at each strain monitoring point began to fall back to the strain baseline value, and the response amplitude of the vibration changes corresponding to each bidirectional acceleration monitoring point began to decrease continuously. Therefore, 14:32:19.420 was determined as the candidate starting point for unloading. Since multiple monitoring points in the impact area and along the response propagation path continuously exhibited a response regression state after this moment, and no new monitoring points entered the response initiation state, 14:32:19.420 was determined as the starting point for the unloading response.

[0206] The period from 14:32:19.420 to 14:32:24.260 was defined as the unloading response period. Data corresponding to this period was extracted from the corrected structural response data to form the unloading rebound response. In the unloading rebound response, the lateral displacement change between the 10th and 11th frames decreased from a peak of 4.6 mm to 1.1 mm; the strain change at the bottom of the track beam between the 4th and 5th frames decreased from 186 microstrains to 28 microstrains; and the vibration change corresponding to the lateral acceleration response of the crossbeam on the pile foundation of the 3rd frame gradually decreased from 0.22 times the gravitational acceleration to the normal fluctuation range.

[0207] When creating the finite element analysis (FEM) volume, three-dimensional solid elements are used to describe the pile foundation, the crossbeams on the pile foundation, the track beams, and the crossbeams; shell elements are used to describe the wharf deck; and beam elements are used to describe the main reinforcing bars. The three-dimensional solid elements characterize the deformation states of the pile foundation, the crossbeams on the pile foundation, the track beams, and the crossbeams in three spatial directions; the shell elements characterize the in-plane deformation and out-of-plane bending states of the wharf deck; and the beam elements characterize the tensile or compressive states of the main reinforcing bars along their extension direction. The three-dimensional solid elements, shell elements, and beam elements are connected according to the wharf's geometric information and component connection information to form the structural topology within the FEM volume.

[0208] The finite element method (FEM) volume can include approximately 650,000 finite element structural elements (FEMs) and approximately 1.2 million computational nodes. FEMs are used to support the structural material configuration and calculate the response of each wharf component, while computational nodes connect adjacent FEMs and form response extraction locations. For example, the initial elastic modulus of concrete components is configured as 32 GPa, and the density as 2500 kg / m³; the initial elastic modulus of the main reinforcing steel is configured as 200 GPa. The initial elastic modulus, density, and main reinforcing steel of the concrete components are written into the structural material configuration and assigned to the corresponding FEMs via component identifiers. The pile foundation and the subgrade are configured with constraint strengths in different directions according to geological data. For precast components or cast-in-place connections, the transmitted strength, transmitted damping, and allowable relative displacement states are configured according to construction data. These constraints collectively form the initial structural constraint state. The above values ​​are used to illustrate an feasible configuration and do not constitute a limitation on the parameters of the finite element volume.

[0209] According to the monitoring response mapping relationship, the installation coordinates of each monitoring point are mapped to the corresponding response extraction position in the finite element calculation volume. For example, the bidirectional acceleration monitoring point of the crossbeam on the pile foundation of the No. 3 frame is mapped to the outer surface position of the finite element structural unit to which the crossbeam on the pile foundation of the No. 3 frame belongs; the strain monitoring point at the lower part of the track beam between the No. 4 and No. 5 frames is mapped to the corresponding bottom finite element structural unit of the track beam; the displacement monitoring point between the No. 10 and No. 11 frames is mapped to the corresponding calculation nodes at the structural segment connection positions. The monitoring response mapping relationship is used to establish a point-to-point correspondence between the structural response data of the monitoring points and the calculated springback response, structural calculation response, and verification calculation response formed by the finite element calculation volume.

[0210] At the starting point of the unloading response, the displacement, strain, and vibration changes at each monitoring point are mapped to the finite element calculation body according to the monitoring response mapping relationship to form the initial state of free rebound. After the initial state of free rebound is configured, the external forces used to characterize the continuous collision of the ship are stopped, and the finite element calculation body is allowed to perform free rebound calculation under the initial structural constraints, thereby forming the calculated rebound response.

[0211] The calculated rebound response under the initial structural constraints shows that the lateral displacement change between frame 10 and frame 11 decreased to 0.4 mm within 1.1 seconds, while the unloaded rebound response retained a lateral displacement change of 1.3 mm within the same time period. The arrival time of the calculated rebound response propagating along frame 3 to frame 7 was on average 0.08 seconds earlier than that of the unloaded rebound response. The amplitude decay rate of the calculated rebound response was approximately 22% faster than that of the unloaded rebound response. Comparing the calculated and unloaded rebound responses according to the same response type reveals differences in rebound arrival, rebound direction, and rebound decay. These differences collectively constitute the rebound propagation difference.

[0212] After locating the rebound propagation difference along the structural topology, the rebound propagation difference continuously increases from the connection between the crossbeam and the pile foundation of the No. 3 frame and the structural segment connection between the No. 10 and No. 11 frames. Therefore, the connection between the crossbeam and the pile foundation of the No. 3 frame and the structural segment connection between the No. 10 and No. 11 frames are determined as structural constraint locations. In this embodiment, the transmitted strength of the connection between the crossbeam and the pile foundation of the No. 3 frame is reduced by approximately 12%, the transmitted damping of the connection between the crossbeam and the pile foundation of the No. 3 frame is reduced by approximately 8%, and the allowable relative displacement of the structural segment connection between the No. 10 and No. 11 frames is adjusted from 0.6 mm to 1.2 mm to form a corrected structural constraint state.

[0213] After updating the finite element calculation volume using the corrected structural constraint state, the initial free springback state is reconfigured, and the updated calculated springback response is generated. The time difference between the updated calculated springback response and the unloaded springback response is no greater than one sampling interval, where one sampling interval is 0.02 seconds; the main response directions of the updated calculated springback response and the unloaded springback response are consistent; and the amplitude difference of the same response type is no greater than 8%. This generates a springback consistency verification result indicating that the verification has passed, and the finite element calculation volume with the updated constraint state is determined as the corrected structural calculation volume.

[0214] During the replay of the contact process, the time from the start of the collision response to 0.42 seconds thereafter is defined as the loading phase, and the time 0.42 seconds after the start of the collision response is defined as the contact transition point. The time range between the contact transition point and the start of the unloading response is defined as the contact transfer phase; the time range between the start of the unloading response and the end of the collision response is defined as the unloading phase. The loading phase response data is used to determine the increase in impact intensity, the contact transfer phase response data is used to determine the maintenance of the collision action and its propagation to subsequent components, and the unloading phase response data is used to determine the decrease in impact intensity and its return to zero. The loading phase response data, the contact transfer phase response data, and the unloading phase response data together constitute the phased response data.

[0215] Using the impact region as the application location and the direction of application as the application direction, multiple candidate contact histories were constructed within the range of application intensity variations characterized by the phased response data. First, a first batch of candidate contact histories was constructed with peak application intensities of 14 MN, 15 MN, 16 MN, 17 MN, 18 MN, 19 MN, and 20 MN. Playback responses of the first batch of candidate contact histories showed that when the peak application intensity was between 17 MN and 18 MN, the playback response had a small deviation in response amplitude from the corrected structural response data. Subsequently, a second batch of candidate contact histories was constructed with peak application intensities of 17.25 MN, 17.50 MN, and 17.75 MN, respectively, within the 17 MN to 18 MN range. The first and second batches of candidate contact histories together constitute multiple candidate contact histories.

[0216] Each candidate contact history begins to increase from the collision response initiation point, reaches a corresponding peak intensity near the contact transition point, remains constant or changes slowly during the contact transfer phase, and gradually decreases to zero during the unloading phase. All candidate contact histories share the same application location and direction; the differences between them lie in the intensity variations during the loading, contact transfer, and unloading phases.

[0217] After applying each candidate contact history to the corrected structural calculation body, the playback responses corresponding to the upper crossbeams of the pile foundations of frame 3 and 5, the lower part of the track beam between frames 4 and 5, the side of the pile foundation of frame 3, and the structural segment connection positions between frames 10 and 11 were extracted from the structural calculation response. These monitoring points cover the starting, middle, and rear positions of the response propagation path; therefore, these monitoring points were determined as consistency verification monitoring points.

[0218] The playback response arrival correlation, playback response direction evolution correlation, and playback response attenuation correlation are extracted from the playback responses corresponding to each candidate contact process. These correlations together constitute the playback response propagation characteristics. Similarly, the measured response arrival correlation, measured response direction evolution correlation, and measured response attenuation correlation are extracted from the corrected structural response data. These correlations together constitute the measured response propagation characteristics.

[0219] After matching the replay response propagation characteristics with the measured response propagation characteristics for each candidate contact process, the candidate contact process with a peak interaction intensity of 17.50 MN showed high consistency in response arrival correlation, response direction evolution correlation, and response decay correlation. The response arrival time difference between the replay response and the corrected structural response data corresponding to each consistency verification monitoring point was no greater than 0.04 seconds.

[0220] When comparing the amplitudes of replay responses and corrected structural response data of the same response type, the amplitude difference corresponding to each consistency verification monitoring point is divided by the response amplitude of the corresponding corrected structural response data to form the amplitude deviation ratio for each consistency verification monitoring point. The average amplitude deviation ratio is determined as the average amplitude deviation ratio, and the maximum value among the amplitude deviation ratios is determined as the maximum amplitude deviation ratio. The average amplitude deviation ratio corresponding to the candidate contact history with a peak action intensity of 17.50 MN is 6.3%, and the maximum amplitude deviation ratio is 9.1%. The response arrival time difference, average amplitude deviation ratio, and maximum amplitude deviation ratio all meet the pre-configured response consistency verification conditions. Therefore, the candidate contact history with a peak action intensity of 17.50 MN is determined as the target contact history.

[0221] After extracting the changes in the impact state over time from the target contact history, an impact state change record was formed. The impact state change record shows that the ship collision force began to increase at 14:32:18.240, reaching a peak intensity of approximately 17.50 MNY 0.46 seconds after its start, then entering the contact transmission phase, and decreasing to zero 2.18 seconds after its start. The start time, duration, direction, and intensity changes of the impact were recorded chronologically to form the impact force history.

[0222] The impact force history was applied to the corrected structural calculation body to generate the structural transfer results. The structural transfer results show that the crossbeam on the pile foundation of frame 3 first bears the impact of the ship collision, the track beam between frames 4 and 5 and the crossbeam of frame 3 then respond, and the sides of the pile foundations of frames 3 and 5 then experience strain changes in the tensile or compressive direction. The impact of the ship collision finally propagates to the structural segment connection between frames 10 and 11.

[0223] In the structural transfer results, the maximum calculated strain of the crossbeam on the pile foundation of frame No. 3 is, for example, 208 microstrain; the maximum calculated strain of the lower part of the track beam between frames No. 4 and No. 5 is, for example, 173 microstrain; the maximum calculated strain of the side of the pile foundation of frame No. 3 is, for example, 145 microstrain; and the maximum lateral displacement between frames No. 10 and No. 11 is, for example, 4.7 mm. These structural transfer results are recorded according to component identification, connection location, and calculation time to form a component response transfer record. The maximum calculated strain and maximum lateral displacement, as components of the component response transfer record, are further used to form a component damage quantification record.

[0224] When extracting the residual response state from the corrected structural response data near the endpoint of the collision response, approximately 1.1 mm of lateral displacement variation was retained between frames 10 and 11, and approximately 28 microstrain variation was retained at the lower part of the track beam between frames 4 and 5. These lateral displacement and strain variations together constitute the residual response state. The difference between the corrected structural constraint state and the initial structural constraint state indicates that the transfer strength at the connection between the crossbeam and the pile foundation of frame 3 decreased by approximately 12%, thus forming a connection transfer variation state.

[0225] After associating the component response transfer records, residual response states, and connection transfer change states according to component identification and connection locations, a component damage state is formed. The component damage state indicates that the crossbeam on the pile foundation of frame No. 3 and the track beam between frames No. 4 and No. 5 mainly bear the dynamic force during the ship collision; there are residual response states at the structural segment connection locations between frames No. 10 and No. 11; and there are connection transfer change states at the connection between the crossbeam on the pile foundation of frame No. 3 and the pile foundation.

[0226] When establishing structural response threshold boundaries, based on design data and the most recent component inspection record prior to the ship collision event, three threshold boundaries are established: component response transfer threshold, residual response threshold, and connection transfer change threshold. The strain component range within the component response transfer threshold can be configured to not exceed 240 microstrains; the lateral displacement component range within the residual response threshold can be configured to not exceed 2 mm; the connection transfer change threshold can include a connection transfer change attention boundary and a connection transfer change warning boundary, where the connection transfer change attention boundary can be configured to 10%, and the connection transfer change warning boundary can be configured to 15%. The component response transfer threshold, residual response threshold, and connection transfer change threshold together constitute the structural response threshold boundaries. The above values ​​are only used to illustrate the formation and matching process of the structural response threshold boundaries.

[0227] After matching the component damage quantification records with the structural response thresholds, the strain responses of the crossbeams on the pile foundations of frame No. 3 and the track beams were within the component response transfer thresholds. The residual response states between frames No. 10 and No. 11 were within the residual response thresholds. However, approximately 12% of the transfer strength change at the connection between the crossbeams on the pile foundations of frame No. 3 and the pile foundation exceeded the connection transfer change attention threshold but was below the connection transfer change warning threshold. The resulting threshold matching results indicate that the connection between the crossbeams on the pile foundations of frame No. 3 and the pile foundation requires further structural verification.

[0228] The quantitative assessment results generated in this embodiment may include: the impact area is located in the wharf front area between the No. 3 and No. 5 trusses of the first structural segment of the target wharf; the direction of impact is mainly from the lateral side of the wharf inward, with a longitudinal component pointing towards the No. 5 truss; the peak impact intensity of the impact force is approximately 17.50 MN, and the duration of impact is approximately 2.18 seconds; the affected components include the crossbeam on the pile foundation of the No. 3 truss, the track beam between the No. 4 and No. 5 trusses, the pile foundations of the No. 3 and No. 5 trusses, and the structural segment connection position between the No. 10 and No. 11 trusses; the structural constraint position requiring structural verification is the connection between the crossbeam on the pile foundation of the No. 3 truss and the pile foundation.

[0229] Because the access matching results indicate that the change in transfer strength at the connection between the upper beam and the pile foundation of frame 3 exceeds the connection transfer change attention boundary, the structural review trigger state indicates that structural review is required. The post-collision review path generated along the structural topology sequentially includes the upper beam of frame 3, the side of frame 3, the track beam between frames 4 and 5, and the structural segment connection positions between frames 10 and 11. The above components and structural segment connection positions are registered in the post-collision review path according to the component arrangement order and continue to be used to determine the review action information.

[0230] In one exemplary verification method, a verification action application device can be installed on the crossbeam of the No. 3 frame pile foundation. Specifically, the verification action application device is a controllable hydraulic vibration device. The verification action application device applies a verification action along the action direction for 0.4 seconds, with a peak value not exceeding 20 kN. The intensity of the verification action is pre-configured according to the structural response threshold, ensuring that the component response caused by the verification action is within the component response transmission threshold range, and that the verification action does not change the existing residual response state of the component.

[0231] Before the verification process begins, the verification reference response is collected at each verification monitoring point. After the verification process begins, verification response data is collected according to a unified sampling clock reference. Simultaneously, the verification process is replayed in the corrected structural calculation body according to the same verification location, verification direction, and verification duration to form the verification calculation response. The verification reference response is used to correct the vibration response, strain response, and displacement response collected after the verification process begins. The corrected vibration response, strain response, and displacement response together constitute the verification response data.

[0232] After comparing the verified response data with the verified calculated response, the arrival time difference of the response on the side of the No. 3 frame pile foundation and the track beam between the No. 4 and No. 5 frames was no greater than 0.02 seconds. The response directions of the verified response data and the verified calculated response were the same. However, the response attenuation comparison after the connection between the upper beam and the pile foundation of the No. 3 frame pile foundation showed that there was still a deviation of about 7% in response attenuation between the verified response data and the verified calculated response. The resulting connection transfer verification state indicated that the change in transfer strength at the connection between the upper beam and the pile foundation of the No. 3 frame pile foundation should be corrected from 12% in the original connection transfer change state to about 13%.

[0233] The re-acquired reference response before the start of the verification operation indicated that approximately 1.15 mm of lateral displacement remained between the 10th and 11th track beams. After the verification operation, the lateral displacement response between the 10th and 11th track beams returned to the approximately 1.15 mm lateral displacement state in the reference response, and the strain response of the lower part of the track beam returned to the strain state in the reference response. The resulting residual response verification state indicates that no new residual response was formed, and the approximately 1.15 mm lateral displacement change is written into the updated residual response state.

[0234] The updated residual response state and the updated connection transfer change state, representing a transfer intensity change of approximately 13%, are associated with the corresponding components to form the updated component damage state. The updated component damage quantization record is then updated using the updated component damage state to form the updated component damage quantization record. Finally, the updated component damage quantization record is re-matched with the structural response admission boundary to form the updated admission matching result.

[0235] The regenerated quantitative assessment results retain the original impact area, direction of impact, and impact force history. The change in transmitted strength at the connection between the crossbeam and the pile foundation of the No. 3 frame is updated to approximately 13%, and the change in lateral displacement between the No. 10 and No. 11 frames is updated to approximately 1.15 mm.

[0236] Therefore, the regenerated quantitative assessment results can correlate the structural response data of monitoring points, collision response time period, multi-point response correlation, impact information, corrected structural calculation volume, impact force history, structural transfer results, component damage status, and structural verification results corresponding to a ship collision event according to the collision event identifier. This allows those skilled in the art to implement the technical solution of this application based on the same data source, monitoring point layout information, and processing order. The above values ​​are illustrative and not unique; due to different application scenarios, considerations based on the application scenario may apply.

[0237] like Figure 3 As shown, this application also provides a quantitative assessment device for ship collisions with a dock, comprising: an information acquisition module, used to acquire dock structural reference information and monitoring point structural response data in response to a collision trigger signal; a collision response analysis module, used to delineate a collision response period using the monitoring point structural response data, extract multi-point response correlations within the collision response period, and determine impact information based on the multi-point response correlations; a structural calculation module, used to establish a structural calculation body based on the dock structural reference information, correct the structural calculation body with the unloading response within the collision response period to obtain a corrected structural calculation body, replay the contact process in the corrected structural calculation body according to the impact information to obtain a replay response, determine the impact force history based on the consistency between the replay response and the monitoring point structural response data, and drive the corrected structural calculation body with the impact force history to obtain a structural transfer result; and a quantitative assessment module, used to determine the component damage state from the structural transfer result and generate a quantitative assessment result from the component damage state.

[0238] like Figure 4As shown, this application also provides an electronic device, including a memory and a processor; the memory is used to store a computer program; the processor is used to execute the computer program to implement the above-described quantitative assessment method after a ship collides with a dock.

[0239] like Figure 5 As shown, this application also provides a computer-readable storage medium storing a computer program; when the computer program is executed by a processor, it implements the above-mentioned quantitative assessment method after a ship collides with a dock.

[0240] like Figure 6 As shown, this application also provides a quantitative assessment system for ship collisions with a dock, including a dock monitoring terminal, a quantitative assessment server, and an assessment result output terminal. The dock monitoring terminal is deployed at multiple monitoring points on the dock to collect structural response data from these monitoring points and generate a collision trigger signal using this data. The quantitative assessment server is communicatively connected to the dock monitoring terminal and stores dock structural reference information. In response to the collision trigger signal, it acquires the dock structural reference information and the structural response data from the monitoring points, uses the structural response data to delineate a collision response period, extracts multi-point response correlations within the collision response period, and determines the impact force based on the multi-point response correlations. The system establishes a structural calculation body based on the dock structure reference information, corrects the structural calculation body using the unloading response during the collision response period, and obtains a corrected structural calculation body. It then replays the contact process in the corrected structural calculation body according to the impact information to obtain a replay response. Based on the consistency between the replay response and the structural response data at the monitoring point, it determines the impact force history. The system then drives the corrected structural calculation body with the impact force history to obtain a structural transfer result. The structural transfer result determines the component damage state, and the component damage state generates a quantitative evaluation result. The evaluation result output terminal is communicatively connected to the quantitative evaluation server to receive and output the quantitative evaluation result.

[0241] Figures 2-6 For an exemplary description, please refer to the above. Figure 1 This will not be elaborated upon here.

Claims

1. A quantitative assessment method for ships colliding with docks, characterized in that, include: In response to a collision trigger signal, acquire the dock structure reference information and the structural response data of the monitoring points; The collision response time period is determined using the structural response data from the monitoring points; Extract the multi-point response correlation within the collision response period; Impact information is determined based on the multi-point response correlation. A structural calculation body is established based on the dock structure reference information; the structural calculation body is corrected by the unloading response during the collision response period to obtain the corrected structural calculation body; the contact process is replayed in the corrected structural calculation body according to the impact information to obtain the replay response; The impact force process is determined based on the consistency between the playback response and the structural response data at the monitoring point. The corrected structural calculation body is driven by the impact force history to obtain the structural transfer result; The damage state of the component is determined by the structural transmission results; A quantitative assessment result is generated based on the damage status of the component.

2. The quantitative assessment method for ship collisions with docks according to claim 1, characterized in that, The process of acquiring wharf structural reference information and monitoring point structural response data in response to a collision trigger signal includes: continuously collecting rolling response data from each monitoring point; identifying response abrupt changes in the rolling response data to form candidate event time periods; extracting candidate multi-point response associations from the rolling response data corresponding to the candidate event time periods; matching the candidate multi-point response associations with a collision propagation criterion pre-configured according to the connection order of wharf components to obtain a collision event determination result; generating the collision trigger signal when the collision event determination result indicates that a collision event has occurred; retrieving the wharf structural reference information in response to the collision trigger signal; determining the candidate event time periods as collision event time periods; and extracting the rolling response data corresponding to the collision event time periods to obtain the monitoring point structural response data.

3. The quantitative assessment method for ship collisions with docks according to claim 1, characterized in that, The structural calculation volume is a finite element calculation volume; The step of establishing a structural calculation body based on the wharf structural reference information includes: extracting wharf geometric information, component connection information, component material information, structural boundary information, and monitoring point layout information from the wharf structural reference information; constructing a structural topology relationship by combining the wharf geometric information and the component connection information; forming a structural material configuration from the component material information; generating an initial structural constraint state using the component connection information and the structural boundary information; associating each monitoring point to the structural topology relationship according to the monitoring point layout information to obtain a monitoring response mapping relationship; and establishing the finite element calculation body using the structural topology relationship, the structural material configuration, the initial structural constraint state, and the monitoring response mapping relationship as configuration content.

4. The quantitative assessment method for ship collisions with docks according to claim 3, characterized in that, The step of defining the collision response period using the monitoring point structural response data includes: extracting the monitoring point structural response data before the collision trigger signal to form a monitoring point baseline state; correcting the monitoring point structural response data after the collision trigger signal using the monitoring point baseline state to obtain corrected structural response data; identifying the response initiation state and response stability state of each monitoring point from the corrected structural response data; associating the response initiation state and the response stability state to generate a monitoring point response state record; extracting the state transition time from the monitoring point response state record to obtain the collision response start point and collision response end point; and extracting the collision response period from the corrected structural response data according to the collision response start point and the collision response end point.

5. The quantitative assessment method for ship collisions with docks according to claim 4, characterized in that, The extraction of the multi-point response association and the determination of the impact information include: determining the spatial correspondence between each monitoring point using the monitoring response mapping relationship; extracting the component connection relationship between the corresponding components of each monitoring point from the structural topology relationship; forming a response arrival association according to the response timing relationship of each monitoring point; forming a response direction evolution association based on the response direction change relationship of each monitoring point; forming a response attenuation association based on the response amplitude change relationship of each monitoring point; combining the response arrival association, the response direction evolution association, and the response attenuation association into the multi-point response association; registering the propagation path of the multi-point response association according to the spatial correspondence and the component connection relationship to obtain the response propagation path; encapsulating the multi-point response association and the response propagation path into a collision propagation fingerprint; and generating the impact information using the collision propagation fingerprint.

6. The quantitative assessment method for ship collisions with docks according to claim 5, characterized in that, The step of generating impact information using the collision propagation fingerprint includes: extracting the response propagation path from the collision propagation fingerprint; tracing back along the response propagation path to obtain the response propagation starting region; determining the wharf structure region corresponding to the response propagation starting region as the impact region; generating candidate impact directions using the structural response data of the monitoring points corresponding to the impact region; determining the response propagation direction from the response propagation path; extracting the response direction evolution correlation and the response attenuation correlation from the collision propagation fingerprint; verifying the candidate impact directions using the response propagation direction, the response direction evolution correlation, and the response attenuation correlation to obtain an impact direction verification result; selecting an impact direction from the candidate impact directions based on the impact direction verification result; and associating the impact region with the impact direction to generate the impact information.

7. A quantitative assessment device for ship collisions with docks, characterized in that, include: The information acquisition module is used to acquire the dock structure reference information and the structural response data of the monitoring point in response to the collision trigger signal; The collision response analysis module is used to delineate the collision response period using the structural response data of the monitoring points, extract the multi-point response correlation within the collision response period, and determine the impact information based on the multi-point response correlation. The structural calculation module is used to establish a structural calculation body based on the dock structural reference information, correct the structural calculation body with the unloading response during the collision response period to obtain the corrected structural calculation body, replay the contact process in the corrected structural calculation body according to the impact action information to obtain the playback response, determine the impact force action history based on the consistency between the playback response and the structural response data of the monitoring point, and drive the corrected structural calculation body with the impact force action history to obtain the structural transfer result. The quantitative assessment module is used to determine the damage state of the component from the structural transmission results, and to generate a quantitative assessment result from the damage state of the component.

8. An electronic device, characterized in that, It includes a memory and a processor; the memory is used to store a computer program; the processor is used to execute the computer program to implement the quantitative assessment method for ship collision with a dock as described in any one of claims 1 to 6.

9. A computer-readable storage medium, characterized in that, The computer-readable storage medium stores a computer program; when the computer program is executed by a processor, it implements the quantitative assessment method for ship collision with a dock as described in any one of claims 1 to 6.

10. A quantitative assessment system for ships colliding with docks, characterized in that, The system includes a wharf monitoring terminal, a quantitative assessment server, and an assessment result output terminal. The wharf monitoring terminal is deployed at multiple monitoring points on the wharf to collect structural response data from these points and generate a collision trigger signal using this data. The quantitative assessment server is communicatively connected to the wharf monitoring terminal and stores wharf structural reference information. In response to the collision trigger signal, it acquires the wharf structural reference information and the monitoring point structural response data, uses the monitoring point structural response data to delineate a collision response period, extracts multi-point response correlations within the collision response period, determines impact information based on the multi-point response correlations, and then uses the wharf structural reference information... A structural computational body is established, and the structural computational body is corrected using the unloading response during the collision response period to obtain a corrected structural computational body. The contact process is replayed in the corrected structural computational body according to the impact information to obtain the replayed response. The impact force history is determined based on the consistency between the replayed response and the structural response data of the monitoring point. The impact force history drives the corrected structural computational body to obtain the structural transfer result. The structural transfer result determines the component damage state, and the component damage state generates a quantitative evaluation result. The evaluation result output terminal is communicatively connected to the quantitative evaluation server to receive and output the quantitative evaluation result.

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