A Finite Element-Based Optimization Design Method for Construction Structures

Abstract

This invention discloses a construction structure optimization design method based on finite element method, belonging to the field of structural design technology. The method includes: collecting relevant data on the construction structure and associating component states with on-site responses according to construction time slices to obtain construction structure state time slice data; based on the construction structure state time slice data, performing finite element object transformation on structural components, establishing node connection relationships and force transmission paths, and configuring construction stage parameters to form construction finite element model data; performing finite element solution and design constraint verification on locally updated finite element data, identifying risky components and risk types, screening feasible optimization schemes, and generating a target structure optimization design scheme. This invention uses the force influence domain as the core to perform deviation inversion and construction stage parameter correction, which can limit the difference between on-site monitoring response and finite element predicted response to within the actual force transmission range.

Description

Technical Field

[0001] This invention relates to the field of structural design technology, and in particular to a construction structure optimization design method based on the finite element method. Background Technology

[0002] With the development of industrialized construction, digital construction, and structural construction monitoring technologies, the design and analysis of construction structures are gradually shifting from static two-dimensional drawing verification to computer-aided design based on three-dimensional models, construction progress, finite element analysis, and on-site monitoring data. In current engineering practice, geometric information, material information, construction stage information, and monitoring response information of structural components can be collected through modeling software, construction management platforms, and sensor acquisition devices, providing a data foundation for structural stress analysis, construction stage verification, and design optimization.

[0003] During construction, component installation, temporary support adjustments, changes in construction loads, and deviations in on-site response cause continuous changes in the structural stress state. Existing computer-aided design methods mainly use static finite element models for overall verification, which makes it difficult to map the component state and on-site response within a construction time slice to finite element nodes and force transmission paths in a timely manner. This results in the difficulty in accurately determining abnormal locations, affected components, and parameter correction ranges, thereby affecting the real-time performance and relevance of structural optimization design during the construction phase. Summary of the Invention

[0004] In view of the aforementioned existing problems, the present invention is proposed.

[0005] Therefore, this invention provides a finite element-based method for optimizing the design of construction structures to address the problem that changes in construction status and deviations in monitoring response make it difficult to drive timely local updates and optimization of the finite element method.

[0006] To solve the above-mentioned technical problems, the present invention provides the following technical solution: This invention provides a finite element method for optimizing the design of construction structures, comprising: collecting relevant data on the construction structure and associating component states with on-site responses according to construction time slices to obtain construction structure state time slice data; based on the construction structure state time slice data, performing finite element object transformation on structural components, establishing node connection relationships and force transmission paths, and configuring construction stage parameters to form construction finite element model data; performing finite element calculations on the construction finite element model data to obtain finite element predicted responses, and identifying construction changes and monitoring anomalies by combining changes in construction stage parameters of adjacent construction time slices, mapping anomalies to finite element nodes and searching for affected structural components along the force transmission path to delineate the force influence domain; based on the force influence domain, performing deviation inversion between on-site monitoring responses and finite element predicted responses to obtain target parameter correction information, and correcting construction stage parameters according to the target parameter correction information to form local finite element update data; performing finite element solution and design constraint verification on the local finite element update data, determining risky components and risk types, screening feasible optimization schemes, and generating target structure optimization design schemes.

[0007] As a preferred embodiment of the finite element method for optimizing the construction structure design according to the present invention, the steps for obtaining the time-slice data of the construction structure state are as follows: Collect construction structural design data, construction progress data and on-site monitoring data, and perform timestamp alignment and unified mapping of component codes to form structural foundation time sequence data; Extract component state change information and monitoring response data from the structural foundation time series data, and perform spatial topological association to construct component state vectors and monitoring response vectors; The temporal continuity of the component state vector and the monitoring response vector is checked and missing data is filled. The time slices are divided using the aligned timestamps as indices. The mapping relationship between the component state vector and the monitoring response vector is established in each time slice to obtain the construction structure state time slice data.

[0008] As a preferred embodiment of the finite element-based construction structure optimization design method of the present invention, the steps for establishing node connection relationships and force transmission paths are as follows: Read the component state vector of the current time slice from the construction structure state time slice data, filter the structural components that have entered the stress state, extract the computational geometry according to the structural geometric features, and generate a finite element object mapping table. Based on the finite element object mapping table, locate the intersection position of components, the load application position and the constraint position, establish the node connection relationship through coordinate merging and topological adjacency, and search the force transmission path according to the transmission direction from the load application position to the constraint position.

[0009] As a preferred embodiment of the finite element-based construction structure optimization design method of the present invention, the steps for forming construction finite element model data are as follows: Based on the node connection relationship and force transmission path, read back the construction structure state time slice data, convert the component state vector into construction stage parameters, and establish parameter binding relationship according to the identity of finite element object to form a construction stage parameter table; Based on the construction stage parameter table, the construction stage parameters are written into the finite element object mapping table and node connection relationship, and the node connectivity, constraint integrity and load application position consistency are checked to form construction finite element model data.

[0010] As a preferred embodiment of the finite element method for optimizing the construction structure design of this invention, the steps for identifying construction changes and monitoring anomalies are as follows: Apply the construction stage parameters of the current time slice to the construction finite element model data and perform finite element calculations. Collect displacement, strain, internal force and support reaction force according to finite element nodes to form a finite element predicted response table. The finite element predicted response table and the monitoring response vector in the construction structure state time slice data are aligned according to the corresponding finite element nodes to obtain the difference between the finite element predicted response and the on-site monitoring response, and a monitoring residual record is formed. The construction stage parameters of adjacent construction time slices are compared. When the change of the construction stage parameter exceeds the corresponding preset parameter change threshold, the corresponding finite element object is marked as a construction change. The monitoring residual is compared with the corresponding preset residual judgment threshold. When the monitoring residual exceeds the corresponding residual judgment threshold, the corresponding finite element node is marked as a monitoring anomaly.

[0011] As a preferred embodiment of the finite element-based structural optimization design method for construction as described in this invention, the step of delineating the stress influence domain is as follows: Using the finite element nodes corresponding to the monitored anomalies as the abnormal finite element nodes, we search outward along the connection sequence of adjacent finite element nodes in the force transmission path, retaining the nodes that have a force transmission relationship with the abnormal finite element nodes, thus forming a set of affected nodes. Based on the set of affected nodes, the finite element object mapping table is consulted to determine the affected structural members, and the force influence domain is delineated according to the node boundaries and force transmission path boundaries of the affected structural members.

[0012] As a preferred embodiment of the finite element-based construction structure optimization design method of the present invention, the steps for obtaining the target parameter correction information are as follows: Using the stress-affected domain as the local inversion range, the residual information of the corresponding finite element nodes of the stress-affected domain is extracted from the monitoring residual records and serialized according to the stress transmission path to form the residual sequence of the affected domain. The residual sequence of the influence domain is checked along the force transmission path within the influence domain. Based on the continuous sorting of residual information and the trend of residual change of adjacent nodes, the dominant node of the deviation is determined. The magnitude and location of the construction load associated with the dominant node of the deviation are checked for residual changes before and after disturbance, and the target parameter correction information is obtained.

[0013] As a preferred embodiment of the finite element-based construction structure optimization design method of the present invention, the steps for forming local finite element update data are as follows: Based on the target parameter correction information, determine the correction direction and correction range of the construction stage parameters, and make local corrections to the construction stage parameters within the stress influence domain to form a corrected construction stage parameter table. Write the revised construction stage parameter table back to the corresponding construction finite element model data, and check the consistency of construction stage parameter constraints, node connectivity, and monitoring residual improvement status to form local finite element update data.

[0014] As a preferred embodiment of the finite element-based construction structure optimization design method of the present invention, the steps for determining risky components and risk types are as follows: The local finite element update data is subjected to finite element solution within the stress influence domain, and the obtained structural response is bound to the corresponding affected structural component to form local finite element verification response data; According to the component code, the design constraint data is read from the construction structure design data and bound to it. The local finite element verification response data and the design constraint data are checked at the component level to determine the risky components and risk types.

[0015] As a preferred embodiment of the finite element method for optimizing the construction structure according to the present invention, the steps for generating the target structure optimization design scheme are as follows: Using risky components and risk types as repair targets, adjustable objects are located along the force transmission path, and scheme adjustment parameters corresponding to the adjustable objects are generated to form candidate schemes for structural optimization design. The adjustment parameters corresponding to the candidate structural optimization design schemes are written into the local finite element update data, and finite element solutions and design constraint checks are performed again. The feasible optimization schemes are then selected by combining the construction progress and on-site construction conditions in the construction structure state time slice data, and the target structural optimization design scheme is generated.

[0016] The beneficial effects of this invention are as follows: by performing deviation inversion and construction stage parameter correction with the stress influence domain as the core, the difference between the on-site monitoring response and the finite element prediction response can be limited to the actual stress transmission range. Furthermore, by updating the local model through target parameter correction information, the computer-aided design process can form localized and traceable finite element correction data around the affected structural components, thereby enhancing the ability of the construction finite element model to express the current construction state and providing a stable data foundation for subsequent risk component identification, risk type determination, and the generation of target structure optimization design schemes. Attached Figure Description

[0017] To more clearly illustrate the technical solutions of the embodiments of the present invention, the drawings used in the following description of the embodiments will be briefly introduced. Obviously, the drawings described below are only some embodiments of the present invention. For those skilled in the art, other drawings can be obtained based on these drawings without creative effort.

[0018] Figure 1 This is a flowchart of a construction structure optimization design method based on the finite element method.

[0019] Figure 2 A flowchart for generating construction finite element model data.

[0020] Figure 3 A flowchart for generating local finite element update data.

[0021] Figure 4 A flowchart for defining the influence domain of forces. Detailed Implementation

[0022] To make the above-mentioned objects, features and advantages of the present invention more apparent and understandable, the specific embodiments of the present invention will be described in detail below with reference to the accompanying drawings.

[0023] Many specific details are set forth in the following description in order to provide a full understanding of the invention. However, the invention may also be practiced in other ways different from those described herein, and those skilled in the art can make similar extensions without departing from the spirit of the invention. Therefore, the invention is not limited to the specific embodiments disclosed below.

[0024] Secondly, the term "one embodiment" or "embodiment" as used herein refers to a specific feature, structure, or characteristic that may be included in at least one implementation of the present invention. The phrase "in one embodiment" appearing in different places in this specification does not necessarily refer to the same embodiment, nor is it a single or selective embodiment that is mutually exclusive with other embodiments.

[0025] Reference Figures 1-4This is one embodiment of the present invention, which provides a construction structure optimization design method based on finite element method, including the following steps: S1. Collect relevant data on the construction structure and associate the component status with the on-site response according to the construction time slice to obtain the construction structure status time slice data.

[0026] S1.1: Collect construction structure design data, construction progress data and on-site monitoring data, and perform timestamp alignment and unified mapping of component codes to form structural foundation time sequence data; Specifically, the process involves collecting construction structure design data, construction progress data, and on-site monitoring data. It reads the component codes and locations from the construction structure design data, the component construction time and completion status from the construction progress data, and the monitoring time, monitoring point locations, and on-site monitoring values ​​from the on-site monitoring data. The process aligns the component construction time from the construction progress data with the monitoring time from the on-site monitoring data using timestamps, maps the monitoring point locations from the on-site monitoring data to the component locations from the construction structure design data, and associates the component completion status from the construction progress data with the on-site monitoring values ​​from the on-site monitoring data to the component codes from the construction structure design data, thus forming the structural foundation time sequence data.

[0027] It should be noted that the construction structure-related data includes construction structure design data, construction progress data, and on-site monitoring data. Construction structure design data is the fundamental data characterizing the main body of the construction structure, including structural component codes, component types, component locations, component dimensions, component materials, component connection relationships, support constraint relationships, and design constraint data. Construction progress data characterizes the stage-specific status of structural components during construction, including component construction time, component installation status, component acceptance status, temporary support status, construction load location, and construction load magnitude. On-site monitoring data characterizes the actual response of the structure at the construction site, including monitoring time, monitoring point location, component codes corresponding to monitoring points, displacement monitoring values, strain monitoring values, settlement monitoring values, and support reaction force monitoring values. Design constraint data originates from structural construction drawings, structural calculation sheets, component details, and node connection information within the construction structural design data. Based on component codes, component types, dimensions, materials, connection methods, and support types are determined from the structural construction drawings, component details, and node connection information. The corresponding construction stage, response direction, and displacement limits, axial bearing limits, bending bearing limits, shear bearing limits, and support reaction control values ​​for structural components are retrieved from the structural calculation sheets. When the structural calculation sheets explicitly record allowable strain values, strain limits are retrieved simultaneously. These limits are then bound to the component codes to form the design constraint data.

[0028] S1.2: Extract component state change information and monitoring response data from the structural foundation time series data, perform spatial topological association, and construct component state vector and monitoring response vector; Specifically, from the structural foundation time series data, component installation status, component acceptance status, temporary support status, construction load location, and construction load magnitude are extracted according to structural component codes and component construction time to form component status change information; displacement monitoring values, strain monitoring values, settlement monitoring values, and support reaction force monitoring values ​​are extracted according to monitoring time, monitoring point location, and the component code corresponding to the monitoring point to form monitoring response data; based on the component spatial location, component connection relationship, and monitoring point location, the component status change information and monitoring response data are mapped to the same structural component and the same aligned timestamp to construct component status vector and monitoring response vector.

[0029] S1.3: Perform temporal continuity verification and missing data completion on the component state vector and monitoring response vector, and divide the time slices using the aligned timestamps as indexes. Establish the mapping relationship between the component state vector and the monitoring response vector within each time slice to obtain the construction structure state time slice data.

[0030] Specifically, the component status vector and monitoring response vector are sorted according to the aligned timestamps. The installation status, acceptance status, temporary support status, construction load location, and construction load magnitude of the same structural component in adjacent aligned timestamps are checked to ensure that the construction sequence is continuous. The monitoring response vector of the same monitoring point in adjacent aligned timestamps is also checked to see if there are time discontinuities. For monitoring response vectors with time discontinuities, missing data is filled in according to the monitoring response vectors of the same monitoring point in adjacent aligned timestamps. Time slices are divided using the aligned timestamps as indexes. Within each time slice, a mapping relationship between the component status vector and the monitoring response vector is established according to the structural component code to obtain the construction structure status time slice data.

[0031] S2. Based on the construction structure state time-lapse data, perform finite element object conversion on the structural components, establish node connection relationships and force transmission paths, and configure construction stage parameters to form construction finite element model data.

[0032] S2.1: Read the component state vector of the current time slice from the construction structure state time slice data, filter the structural components that have entered the stress state, extract the computational geometry according to the structural geometric features, and generate a finite element object mapping table; Specifically, the component status vector is extracted from the construction structure status time slice data according to the current time slice. When the component construction time recorded in the component status vector is earlier than or equal to the current time slice, the component installation status is recorded as having completed positioning, fixing and connection, the component acceptance status is recorded as having passed installation acceptance, and the temporary support status records that the structural component has formed an effective support relationship. When the construction load position falls into the component position corresponding to the structural component or is located in the position of the upper-level structural component directly connected to the structural component, and the construction load magnitude has a corresponding value, the corresponding structural component is determined as the structural component that has entered the stress state. For structural components that have entered the stress state, computational geometry is extracted according to component type. For beam-column support components, the component centerline is formed by the connection positions at both ends of the component. For floor slab and wall components, the mid-surface of the component is formed by the midpoint of the component thickness direction. For component connection parts, the node positioning geometry is formed by the component endpoints and intersection positions. A correspondence is established between the structural component code, component type, computational geometry, component connection relationship and the current time slice to generate a finite element object mapping table.

[0033] S2.2: Based on the finite element object mapping table, locate the component intersection position, load application position and constraint position, establish node connection relationship through coordinate merging and topological adjacency, and search for the force transmission path according to the transmission direction from the load application position to the constraint position.

[0034] Specifically, based on the computational geometry and component connection relationship in the finite element object mapping table, the computational geometry endpoints and component intersections are determined as component intersection locations, the construction load locations are mapped to the computational geometry or the directly supported upper-level structural component locations as load application locations, the support constraint relationships and temporary support states are mapped to the computational geometry endpoints or node positioning geometry as constraint locations, and the computational geometry endpoints and component intersection locations are organized into node candidate locations; Coordinate merging is performed on candidate node positions that overlap in spatial location or are at the same component connection position to form finite element nodes; according to the structural component code and component connection relationship, the direct connection relationship between finite element nodes is written into the topological adjacency relationship to establish node connection relationship; starting from the finite element node corresponding to the load application position and ending from the finite element node corresponding to the constraint position, a continuous transmission path is found along the node connection relationship, and the path verified by the structural component code and component connection relationship is retained to form the force transmission path.

[0035] S2.3: Based on the node connection relationship and force transmission path, read back the construction structure state time slice data, convert the component state vector into construction stage parameters, and establish parameter binding relationship according to the identity of finite element object to form a construction stage parameter table; Specifically, based on the node connection relationship and force transmission path, the component state vector and monitoring response vector corresponding to the structural components located on the force transmission path in the construction structure state time slice data are read back; when the component installation state record shows that the positioning, fixing and connection have been completed and the component acceptance state record shows that the installation acceptance is qualified, the corresponding structural component is marked as participating in the calculation state; otherwise, it is marked as not participating in the calculation state; the setting position, holding state and removal state of the temporary support state record are mapped to the finite element nodes to form the constraint state; the construction load position is mapped to the finite element nodes and the construction load magnitude is written to the corresponding finite element nodes to form the load action parameter; according to the finite element object identity in the finite element object mapping table, the component participation in the calculation state, constraint state and load action parameter are bound to the corresponding finite element object to establish the parameter binding relationship and form the construction stage parameter table.

[0036] It should be noted that the monitoring response vector is retained in the construction structure state time slice data and is not written into the construction stage parameter table, for subsequent alignment with the finite element prediction response.

[0037] It should be noted that the identity of a finite element object is the identification information used in the finite element object mapping table to uniquely correspond to the structural component code, component type, computational geometry, and finite element node relationship.

[0038] S2.4: Based on the construction stage parameter table, the construction stage parameters are written into the finite element object mapping table and node connection relationship, and the node connectivity, constraint integrity and load application position consistency are checked to form construction finite element model data.

[0039] Specifically, based on the finite element object identities and finite element node correspondences in the construction phase parameter table, the component's calculation participation state, constraint state, and load action parameters are written into the corresponding finite element objects in the finite element object mapping table and the corresponding finite element nodes in the node connection relationship. A continuous connection is determined when all finite element objects corresponding to the calculation participation state are connected to adjacent finite element objects through node connections and can reach the finite element nodes corresponding to the constraint state along the node connection relationship. Simultaneously, it is checked whether the constraint state covers the finite element nodes corresponding to the support constraint relationship and temporary support state, and whether the finite element nodes corresponding to the load action parameters are located on the computational geometry corresponding to the construction load position. If the verification fails, the correspondence between the computational geometry endpoints, component intersection positions, and finite element nodes is re-checked, and the node connection relationship or parameter binding relationship is corrected before verification is performed again. Once all verifications pass, the construction finite element model data is formed.

[0040] S3. Perform finite element calculations on the construction finite element model data to obtain the finite element predicted response. Combine the changes in construction stage parameters of adjacent construction time slices to identify construction changes and monitor anomalies. Map the anomalies to finite element nodes and search for affected structural components along the force transmission path to delineate the force influence domain.

[0041] S3.1: Apply the construction stage parameters of the current time slice to the construction finite element model data and perform finite element calculations. Collect displacement, strain, internal force and support reaction force according to finite element nodes to form a finite element predicted response table. Specifically, the component's calculation status, constraint status, and load parameters for the current time slice are extracted from the construction stage parameter table, and the finite element objects corresponding to the component's calculation status are retained. Based on the component type, component material, computational geometry, component size, and node connection relationships in the construction finite element model data, a stiffness matrix is ​​established for each finite element object, and assembled into an overall stiffness matrix according to the finite element node number and displacement direction. The load parameters are distributed to the corresponding finite element nodes according to the construction load location to form an overall load vector. The displacement values ​​of the finite element nodes corresponding to the constraint status in the corresponding displacement direction are set to fixed values. Based on the relationship between the overall stiffness matrix, the overall load vector, and the constraint status... The finite element nodal displacements are obtained from the equilibrium relationship. The changes in finite element nodal displacements in computational geometry are extracted according to the component type. Combined with the initial distance between finite element nodes and the strain in the floor and wall components with the component thickness, the stress is obtained according to the stress-strain relationship of the component material. The internal forces of the finite element object are obtained by collecting the stress according to the component cross-sectional range and stress distribution. The finite element nodal displacements are substituted into the global stiffness matrix to obtain the finite element nodal forces. After deducting the loads already applied to the finite element nodes, the difference in forces corresponding to the constraint positions is extracted as the support reaction force. The displacements, strains, internal forces and support reactions are collected according to the correspondence between the finite element object and the finite element nodes to form a finite element predicted response table.

[0042] It should be noted that the finite element node number is a unique identifier assigned to each finite element node according to its position and connection order when establishing node connection relationships.

[0043] S3.2: Align the finite element predicted response table with the monitoring response vector in the construction structure state time slice data according to the corresponding finite element nodes, obtain the difference between the finite element predicted response and the field monitoring response, and form a monitoring residual record; Specifically, based on the current time slice, the component code corresponding to the monitoring point, and the location of the monitoring point, the monitoring response vector is located from the time slice data of the construction structure status, and the monitoring point location is mapped to the finite element node in the finite element prediction response table according to the finite element object mapping table; the displacement monitoring value is aligned with the displacement of the finite element node in the same direction, the settlement monitoring value is aligned with the vertical displacement of the finite element node, the strain monitoring value is aligned with the strain in the same direction, and the support reaction force monitoring value is aligned with the support reaction force in the same direction; the difference is obtained by subtracting the corresponding finite element prediction response from the field monitoring response, and a correspondence is established between the current time slice, finite element node, response type, finite element prediction response, field monitoring response, and difference, forming a monitoring residual record.

[0044] S3.3: Compare the construction stage parameters of adjacent construction time slices. When the change of the construction stage parameter exceeds the corresponding preset parameter change threshold, mark the corresponding finite element object as a construction change. Compare the monitoring residual with the corresponding preset residual judgment threshold. When the monitoring residual exceeds the corresponding residual judgment threshold, mark the corresponding finite element node as a monitoring anomaly.

[0045] Specifically, according to the finite element nodes and response types, the monitoring residual records are mapped to the construction stage parameters of the same finite element object in the current time slice and the previous time slice in the construction stage parameter table; the absolute value of the difference between the construction load magnitude in the current time slice and the construction load magnitude in the previous time slice is recorded as the load magnitude change; the distance between the construction load position in the current time slice and the construction load position in the previous time slice is recorded as the load position change; the component's participation in the calculation state remains consistent in adjacent time slices as 0, and a change occurs as 1, forming the component's participation in the calculation state change value; the constraint state remains consistent in adjacent time slices as 0, and a change occurs as 1, forming the constraint state change value. The load magnitude change and load position change are then used to determine the relationship between the load magnitude change and the load position change. The changes in parameters during the construction phase are composed of the variable value, the change value of the component's state in the calculation, and the change value of the constraint state. The changes in parameters during the construction phase corresponding to the monitored anomaly are compared with the corresponding parameter change threshold. When the changes in parameters during the construction phase exceed the corresponding parameter change threshold, a time correspondence between the changes in parameters during the construction phase and the monitored anomaly is recorded. When the changes in parameters during the construction phase do not exceed the corresponding parameter change threshold, it is recorded that there is no corresponding changes in parameters during the construction phase. If the changes in parameters during the construction phase do not exceed the corresponding parameter change threshold, it does not affect the marking of the monitored anomaly. The absolute value of the monitored residual is compared with the residual judgment threshold of the corresponding response type. When the monitored residual exceeds the residual judgment threshold, the corresponding finite element node is marked as a monitored anomaly.

[0046] It should be noted that the residual judgment threshold is set based on a continuous time slice in which the component's calculation state, constraint state, and load parameters have not changed. According to the finite element node and response type, the absolute values ​​of the monitoring residuals corresponding to displacement, strain, settlement, and support reaction force are extracted respectively. The mean and standard deviation of the absolute values ​​corresponding to each response type for the same finite element node are calculated. The mean of the absolute values ​​plus two to three times the standard deviation is used as the residual judgment threshold for the corresponding response type. An exemplary range is the mean of the absolute values ​​plus two to three times the standard deviation. The parameter change threshold is set based on adjacent time slices of unmarked monitoring anomalies in the construction phase parameter table; the absolute values ​​of the spatial distance between construction load locations and the difference in construction load magnitude are extracted respectively, and the mean and standard deviation of the corresponding values ​​are calculated. The mean plus two to three times the standard deviation are used as the parameter change thresholds corresponding to the construction load location and the construction load magnitude respectively; the component's participation in the calculation state and constraint state are recorded as zero for no change and one for change respectively. When the absolute value of the difference between the state values ​​of adjacent time slices exceeds 0.5, it is determined that the corresponding state has changed.

[0047] S3.4: Using the finite element node corresponding to the monitored anomaly as the abnormal finite element node, search outward along the connection sequence of adjacent finite element nodes in the force transmission path, retain the nodes that have a force transmission relationship with the abnormal finite element node, and form a set of affected nodes. Specifically, the finite element nodes corresponding to the monitored anomalies are registered as anomalous finite element nodes. Using the anomalous finite element nodes as the starting point, adjacent finite element nodes directly connected to the anomalous finite element nodes are searched along the force transmission path towards the load application location and constraint location, respectively. Adjacent finite element nodes located on the same continuous force transmission path and whose node connection relationship is not interrupted are retained. Each retained adjacent finite element node is used as a new starting point to continue searching for the next directly connected adjacent finite element node. When the load application location, constraint location, or no directly connected adjacent finite element node is found, the search stops. The anomalous finite element nodes and all retained adjacent finite element nodes are collected to form the affected node set.

[0048] S3.5: Based on the set of affected nodes, look up the finite element object mapping table to determine the affected structural members, and delineate the force influence domain according to the node boundaries and force transmission path boundaries of the affected structural members.

[0049] Specifically, based on the finite element node numbers in the affected node set, the finite element objects connected to the finite element nodes in the affected node set are searched in the finite element object mapping table, and the affected structural components are determined according to the structural component codes corresponding to the finite element objects. Based on the node connection relationship, the finite element nodes shared by the affected structural components and adjacent structural components other than the affected structural components are extracted as the node boundaries of the affected structural components. The preceding and following finite element nodes connected to the affected structural components but not included in the affected node set are searched along the force transmission path, and the preceding and following finite element nodes are determined as the force transmission path boundaries. The affected structural components, finite element objects, and finite element nodes within the bounded area of ​​the force transmission path boundaries and located within the node boundaries are defined as the force influence domain.

[0050] S4. Based on the stress influence domain, the deviation between the on-site monitoring response and the finite element prediction response is inverted to obtain the target parameter correction information. The construction stage parameters are then corrected according to the target parameter correction information to form local finite element update data.

[0051] S4.1: Using the force-affected domain as the local inversion range, extract the residual information of the finite element nodes corresponding to the force-affected domain from the monitoring residual records, and serialize and organize it according to the force transmission path to form the residual sequence of the affected domain. Specifically, the extraction range is defined by the finite element nodes within the force influence domain. The response type, finite element predicted response, field monitoring response, and difference amount of the corresponding finite element node in the current time slice are extracted from the monitoring residual records according to the finite element node number. Following the connection sequence of the finite element nodes from the load application position to the constraint position in the force transmission path, path position numbers are assigned to the finite element nodes on the force transmission path, and the difference amounts of the same response type are arranged according to the path position numbers. When a finite element node is located on multiple force transmission paths, the difference amount of the corresponding finite element node is retained for each force transmission path, forming an influence domain residual sequence.

[0052] S4.2: Check the residual sequence of the influence domain along the force transmission path within the influence domain. Determine the dominant node of the deviation based on the continuous sorting of residual information and the trend of residual changes of adjacent nodes. Verify the changes in residuals before and after disturbance of the magnitude and location of the construction load associated with the dominant node of the deviation to obtain the target parameter correction information.

[0053] Specifically, along the force transmission path within the force influence domain, the positive and negative directions and absolute values ​​of the differences between adjacent finite element nodes of the same response type in the residual sequence of the influence domain are compared according to the path position number. Finite element nodes with consistent difference directions and absolute values ​​higher than their adjacent finite element nodes are identified as deviation-dominant nodes. When there is no subsequent finite element node at the end of the force transmission path, finite element nodes whose absolute values ​​of the differences increase point by point along the path to the end are identified as deviation-dominant nodes. Based on the finite element object mapping table and the construction stage parameter table, the construction load magnitude and location bound to the corresponding finite element object of the deviation-dominant node are extracted. Under the condition of keeping the component's participation in the calculation state, constraint state, and other load action parameters unchanged, the construction load magnitude is subjected to increasing and decreasing disturbances respectively, and the construction load location is moved by disturbance distances along the positive and negative directions of the corresponding computational geometry respectively, and the monitoring residuals are obtained again. The residual evaluation value is calculated as the square of the ratio of the monitoring residual before and after the disturbance to the corresponding residual judgment threshold. The construction stage parameter, disturbance direction, and disturbance amplitude with the largest decrease in residual evaluation value are selected to obtain the target parameter correction information.

[0054] The expression for calculating the residual evaluation value is: ; in, Indicates the first The residual evaluation value corresponding to the force influence domain under the disturbance state of various construction stage parameters; This represents the total number of residual information items involved in residual change verification within the residual sequence of the influence domain; This indicates the residual information sequence number in the residual sequence of the influence domain; Indicates the first Under the condition of parameter disturbance during the construction stage, the first The monitoring residuals corresponding to each residual information; Indicates the first The residual determination threshold for the response type corresponding to each residual information; This indicates the disturbance state of parameters during the construction phase, where =0 indicates that the parameters will remain at their current values ​​during the construction phase. =+ indicates that the current value of the parameter during the construction phase will be increased by the disturbance magnitude. =- indicates that the current value of the parameter during the construction phase is reduced by the disturbance magnitude.

[0055] It should be noted that the disturbance amplitude of the construction load magnitude is taken as the absolute value of the difference between the construction load magnitude in the current time slice and the construction load magnitude in the previous time slice. When the difference is zero, the parameter change threshold corresponding to the construction load magnitude is used. The disturbance distance of the construction load location is taken as the distance between the construction load location in the current time slice and the construction load location in the previous time slice. When the distance is zero, the parameter change threshold corresponding to the construction load location is used. The component participation calculation status and constraint status are used according to the status recorded in the construction progress data, and numerical increase disturbance and numerical decrease disturbance are not executed.

[0056] S4.3: Determine the correction direction and correction range of the construction stage parameters according to the target parameter correction information, and make local corrections to the construction stage parameters within the stress influence domain to form a corrected construction stage parameter table. Specifically, the construction load size or location, disturbance direction, and disturbance amplitude with the largest decrease in residual evaluation value are read from the target parameter correction information. The construction load size or location is determined as the construction stage parameter that needs local correction, the disturbance direction is determined as the correction direction, and the disturbance amplitude is determined as the correction amplitude. When the correction object is the construction load size, if the correction direction is to increase, the sum of the current value of the construction load size and the correction amplitude is used as the corrected value; if the correction direction is to decrease, the difference between the current value of the construction load size and the correction amplitude is used as the corrected value. When the correction object is the construction load location, the correction amplitude is moved along the corresponding computational geometry according to the correction direction to obtain the corrected construction load location. The component's participation in the calculation, constraint state, and other construction stage parameters remain unchanged at their current values, forming a corrected construction stage parameter table.

[0057] S4.4: Write the revised construction stage parameter table back to the corresponding construction finite element model data, and check the consistency of construction stage parameter constraints, node connectivity and monitoring residual improvement status to form local finite element update data.

[0058] Specifically, based on the identity of the finite element object and the parameter binding relationship, the corrected values ​​of the construction stage parameters corresponding to the stress influence domain in the corrected construction stage parameter table are written into the construction finite element model data; according to the design constraint data in the construction structure design data and the current construction conditions in the construction progress data, it is verified whether the corrected construction load magnitude meets the corresponding design constraints, whether the corrected construction load location is within the computational geometry range of the corresponding finite element object, and whether the direction and magnitude of the change of the corrected value relative to the current value of the construction stage parameter are consistent with the correction direction and correction magnitude, respectively; the stress influence domain is verified along the node connection relationship. Each finite element object is connected to the load application location and constraint location through finite element nodes, and the node connection path is uninterrupted. Finite element calculations are performed on the written-back construction finite element model data to regenerate the finite element prediction response table and monitoring residual records. When the residual evaluation value after writing back is lower than the residual evaluation value before writing back, the monitoring residual improvement status is confirmed and the corrected construction stage parameters are retained. When the residual evaluation value after writing back is not lower than the residual evaluation value before writing back, the construction stage parameters before correction are restored. After completing the verification of the consistency of construction stage parameter constraints, node connectivity, and monitoring residual improvement status, local finite element update data is formed.

[0059] S5. Perform finite element solution and design constraint verification on the local finite element update data, determine the risk components and risk types, screen feasible optimization schemes, and generate the target structure optimization design scheme.

[0060] S5.1: Perform finite element solution within the stress influence domain on the local finite element update data, and bind the obtained structural response with the corresponding affected structural component to form local finite element verification response data; Specifically, the finite element objects, finite element nodes, node connection relationships, and corrected construction stage parameters corresponding to the force influence domain are extracted from the local finite element update data. The displacements and nodal forces of the finite element nodes corresponding to the force transmission path boundary are read from the overall finite element calculation process. When the finite element nodes corresponding to the force transmission path boundary are constrained, the displacements in the corresponding directions obtained from the overall finite element calculation are used as the displacement boundary conditions for the local finite element solution. When the finite element nodes corresponding to the force transmission path boundary are connected to finite element objects outside the force influence domain, the nodal forces acting on the boundary finite element nodes by the finite element objects outside the force influence domain are used as equivalent boundary forces. The forces within the force influence domain are... Load parameters are assigned to the corresponding finite element nodes; stiffness matrices of each finite element object are established based on component type, component material, computational geometry, and node connection relationships; and the global stiffness matrix corresponding to the force influence domain is assembled according to the finite element node number and displacement direction. The displacement of the finite element nodes is obtained through the balance relationship between the global stiffness matrix, load parameters, displacement boundary conditions, and equivalent boundary forces; strain is obtained based on the displacement changes of finite element nodes connected to the same finite element object; stress is obtained based on component material and strain; internal forces are obtained by concentrating stress according to the component cross-sectional range; and support reactions are obtained based on the difference between the force applied by the finite element nodes corresponding to the constraint positions and the applied load. According to the identity of the finite element object in the finite element object mapping table, the structural component code is looked up, and the strain and internal force are bound to the affected structural component to which the corresponding finite element object belongs. The displacement and support reaction force are bound to the affected structural component to which the corresponding finite element node is connected, thus forming local finite element verification response data.

[0061] S5.2: Read and bind design constraint data from the construction structure design data according to the component code, perform component-level verification of the local finite element verification response data and design constraint data, and determine the risky components and risk types.

[0062] Specifically, according to the component code, the displacement, strain, axial internal force, bending internal force, shear internal force, and support reaction force corresponding to each affected structural component in the local finite element verification response data are linked to the design constraint data corresponding to the same component code in the construction structural design data. The displacement is compared with its limit, strain with its limit, axial internal force with its axial bearing limit, bending internal force with its bending bearing limit, shear internal force with its shear bearing limit, and support reaction with its support reaction control value. When all structural response values ​​meet the corresponding limits recorded in the design constraint data, the corresponding affected structural component is marked as having passed the verification. If any structural response value does not meet the corresponding limit, the corresponding affected structural component is identified as a risk component, and the risk type is determined according to the structural response type that does not meet the corresponding limit.

[0063] S5.3: Using risky components and risk types as repair targets, locate adjustable objects along the force transmission path, generate scheme adjustment parameters corresponding to the adjustable objects, and form candidate schemes for structural optimization design; Specifically, starting from the finite element node connected to the finite element object corresponding to the risk component, the directly connected finite element object is found along the force transmission path. The corresponding affected structural component is determined according to the finite element object mapping table. The affected structural component with the corresponding structural response of the risk type and bound with component size or load action parameters in the local finite element verification response data is determined as an adjustable object. The structural response value corresponding to the risk type is compared with the corresponding limit to obtain the over-limit ratio. The product of the current component size and the over-limit ratio is used as the initial increase in component size. From the existing component sizes recorded in the construction structural design data, the component size with the smallest value that is not less than the sum of the current component size and the initial increase in component size is selected. The product of the current construction load size and the over-limit ratio is used as the initial decrease in construction load size. The initial decrease in construction load size is adjusted upward according to the non-zero change of the load action parameters in adjacent time slices. The selected component size and the initial decrease in construction load size are used as scheme adjustment parameters and bound to the adjustable object, risk component and risk type to form a candidate scheme for structural optimization design.

[0064] S5.4: Write the adjustment parameters of the candidate structural optimization design scheme into the local finite element update data and perform finite element solution and design constraint verification again. Combine the construction progress and on-site construction conditions in the construction structure state time slice data to screen the feasible optimization scheme and generate the target structural optimization design scheme.

[0065] Specifically, the adjustment parameters corresponding to the candidate structural optimization designs are read sequentially. Based on the identity of the finite element object, the component dimensions are written into the corresponding finite element object in the local finite element update data. Based on the parameter binding relationship, the construction load magnitude is written into the load action parameters of the corresponding finite element node. The finite element solution within the stress influence domain is re-executed to form local finite element verification response data. According to the component code, the local finite element verification response data and design constraint data are checked at the component level. Candidate structural optimization designs that meet the corresponding limits for each structural response value are retained. Then, based on the component state vector, it is checked whether the structural component corresponding to the component size adjustment has not been installed yet, and it is checked whether the adjusted construction load magnitude is not less than zero and the construction load position remains unchanged. Candidate structural optimization designs that fail the verification are eliminated. Candidate structural optimization designs that pass the component-level verification and meet the component state vector are determined as feasible optimization schemes, and the target structural optimization design scheme is generated.

[0066] In summary, this invention, by performing deviation inversion and construction stage parameter correction with the stress influence domain as the core, can limit the difference between the on-site monitoring response and the finite element prediction response to the actual stress transmission range. Furthermore, by updating the local model with target parameter correction information, the computer-aided design process can form localized and traceable finite element correction data around the affected structural components. This enhances the ability of the construction finite element model to express the current construction state and provides a stable data foundation for subsequent risk component identification, risk type determination, and the generation of target structure optimization design schemes.

[0067] It should be noted that the above embodiments are only used to illustrate the technical solutions of the present invention and are not intended to limit it. Although the present invention has been described in detail with reference to preferred embodiments, those skilled in the art should understand that modifications or equivalent substitutions can be made to the technical solutions of the present invention without departing from the spirit and scope of the technical solutions of the present invention, and all such modifications or substitutions should be covered within the scope of the claims of the present invention.

Claims

1. A construction structure optimization design method based on finite element method, characterized in that, include: Collect relevant data on the construction structure and correlate the component status with the on-site monitoring response according to the construction time slice to obtain the construction structure status time slice data; Based on the construction structure status time-lapse data, the structural components are converted into finite element objects, node connection relationships and force transmission paths are established, and construction stage parameters are configured to form construction finite element model data. Finite element calculations are performed on the construction finite element model data to obtain the finite element predicted response. The construction changes and monitoring anomalies are identified by combining the changes in construction stage parameters of adjacent construction time slices. The monitoring anomalies are mapped to finite element nodes and the affected structural components are searched along the force transmission path to delineate the force influence domain. Based on the stress influence domain, the deviation between the on-site monitoring response and the finite element prediction response is inverted to obtain the target parameter correction information. The construction stage parameters are then corrected according to the target parameter correction information to form local finite element update data. Finite element analysis and design constraint verification are performed on the locally updated finite element data to identify risky components and risk types, and feasible optimization schemes are selected to generate the target structure optimization design scheme.

2. The construction structure optimization design method based on finite element method as described in claim 1, characterized in that, The steps for obtaining the construction structure status time-lapse data are as follows: Collect construction structural design data, construction progress data and on-site monitoring data, and perform timestamp alignment and unified mapping of component codes to form structural foundation time sequence data; Extract component state change information and monitoring response data from the structural foundation time series data, and perform spatial topological association to construct component state vectors and monitoring response vectors; The temporal continuity of the component state vector and the monitoring response vector is checked and missing data is filled. The time slices are divided using the aligned timestamps as indices. The mapping relationship between the component state vector and the monitoring response vector is established in each time slice to obtain the construction structure state time slice data.

3. The construction structure optimization design method based on finite element method as described in claim 2, characterized in that, The steps for establishing node connection relationships and force transmission paths are as follows: Read the component state vector of the current time slice from the construction structure state time slice data, filter the structural components that have entered the stress state, extract the computational geometry according to the structural geometric features, and generate a finite element object mapping table. Based on the finite element object mapping table, locate the intersection position of components, the load application position and the constraint position, establish the node connection relationship through coordinate merging and topological adjacency, and search the force transmission path according to the transmission direction from the load application position to the constraint position.

4. The construction structure optimization design method based on finite element method as described in claim 3, characterized in that, The steps for generating the construction finite element model data are as follows: Based on the node connection relationship and force transmission path, read back the construction structure state time slice data, convert the component state vector into construction stage parameters, and establish parameter binding relationship according to the identity of finite element object to form a construction stage parameter table; Based on the construction stage parameter table, the construction stage parameters are written into the finite element object mapping table and node connection relationship, and the node connectivity, constraint integrity and load application position consistency are checked to form construction finite element model data.

5. The construction structure optimization design method based on finite element method as described in claim 4, characterized in that, The steps for identifying construction changes and monitoring anomalies are as follows: Apply the construction stage parameters of the current time slice to the construction finite element model data and perform finite element calculations. Collect displacement, strain, internal force and support reaction force according to finite element nodes to form a finite element predicted response table. The finite element predicted response table and the monitoring response vector in the construction structure state time slice data are aligned according to the corresponding finite element nodes to obtain the difference between the finite element predicted response and the on-site monitoring response, and a monitoring residual record is formed. The construction stage parameters of adjacent construction time slices are compared. When the change of the construction stage parameter exceeds the corresponding preset parameter change threshold, the corresponding finite element object is marked as a construction change. The monitoring residual is compared with the corresponding preset residual judgment threshold. When the monitoring residual exceeds the corresponding residual judgment threshold, the corresponding finite element node is marked as a monitoring anomaly.

6. The construction structure optimization design method based on finite element method as described in claim 5, characterized in that, The steps for defining the force influence zone are as follows: Using the finite element nodes corresponding to the monitored anomalies as the abnormal finite element nodes, we search outward along the connection sequence of adjacent finite element nodes in the force transmission path, retaining the nodes that have a force transmission relationship with the abnormal finite element nodes, thus forming a set of affected nodes. Based on the set of affected nodes, the finite element object mapping table is consulted to determine the affected structural members, and the force influence domain is delineated according to the node boundaries and force transmission path boundaries of the affected structural members.

7. The construction structure optimization design method based on finite element method as described in claim 6, characterized in that, The steps to obtain the target parameter correction information are as follows: Using the stress-affected domain as the local inversion range, the residual information of the corresponding finite element nodes of the stress-affected domain is extracted from the monitoring residual records and serialized according to the stress transmission path to form the residual sequence of the affected domain. The residual sequence of the influence domain is checked along the force transmission path within the influence domain. Based on the continuous sorting of residual information and the trend of residual change of adjacent nodes, the dominant node of the deviation is determined. The magnitude and location of the construction load associated with the dominant node of the deviation are checked for residual changes before and after disturbance, and the target parameter correction information is obtained.

8. The construction structure optimization design method based on finite element method as described in claim 7, characterized in that, The steps for generating local finite element update data are as follows: Based on the target parameter correction information, determine the correction direction and correction range of the construction stage parameters, and make local corrections to the construction stage parameters within the stress influence domain to form a corrected construction stage parameter table. Write the revised construction stage parameter table back to the corresponding construction finite element model data, and check the consistency of construction stage parameter constraints, node connectivity, and monitoring residual improvement status to form local finite element update data.

9. The construction structure optimization design method based on finite element method as described in claim 8, characterized in that, The steps for determining the risk components and risk types are as follows: The local finite element update data is subjected to finite element solution within the stress influence domain, and the obtained structural response is bound to the corresponding affected structural component to form local finite element verification response data; According to the component code, the design constraint data is read from the construction structure design data and bound to it. The local finite element verification response data and the design constraint data are checked at the component level to determine the risky components and risk types.

10. The construction structure optimization design method based on finite element method as described in claim 9, characterized in that, The steps for generating the target structure optimization design scheme are as follows: Using risky components and risk types as repair targets, adjustable objects are located along the force transmission path, and scheme adjustment parameters corresponding to the adjustable objects are generated to form candidate schemes for structural optimization design. The adjustment parameters corresponding to the candidate structural optimization design schemes are written into the local finite element update data, and finite element solutions and design constraint checks are performed again. The feasible optimization schemes are then selected by combining the construction progress and on-site construction conditions in the construction structure state time slice data, and the target structural optimization design scheme is generated.

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