A BIM-based construction method for reinforced steel structures

Abstract

This application proposes a BIM-based construction method for reinforced steel structures, belonging to the field of building information processing. The method includes: constructing a 3D structural BIM model of the construction project and marking the construction and installation sequence and corresponding construction stages of each reinforced steel component; establishing a structural state model for each construction stage and synchronizing real-time collected data to the component nodes of the 3D structural BIM model; constructing a structural state vector for each construction stage and performing correlation analysis with the structural state model to identify structural state consistency indicators; using the structural state consistency indicators to locate anomalies and analyzing and adjusting construction strategies based on the anomaly location results to establish updated construction strategies. By dynamically synchronizing real-time monitoring data during the reinforced steel structure construction process with the BIM model, accurate perception of the structural state during the construction stage, rapid location of deviations and anomalies, and adaptive adjustment of construction strategies based on force transmission relationships are achieved.

Description

Technical Field

[0001] This invention relates to the field of building information processing, and in particular to a BIM-based construction method for reinforced steel structures. Background Technology

[0002] Reinforced steel structures are widely used in high-rise buildings and large-span structures due to their advantages such as high load-bearing capacity and short construction period. The construction process of reinforced steel structures involves the layer-by-layer installation and adjustment of reinforced steel columns, reinforced steel beams and connecting nodes. There are complex force transmission relationships and structural constraint relationships between the components. The structural state during the construction stage directly affects the final quality and structural safety.

[0003] Building Information Modeling (BIM) technology provides a means of 3D visualization and information integration for the construction of reinforced steel structures, enabling the planning of component installation sequence and spatial location before construction. However, existing BIM-based construction management methods mainly focus on static planning of construction progress and clash detection, lacking a dynamic correlation mechanism between the BIM model and the actual structural state on the construction site. Real-time status information such as displacement, strain, and attitude changes of reinforced steel components during construction is difficult to reflect synchronously in the BIM model, resulting in a disconnect between model information and the actual site conditions. When positional deviations or abnormal stresses occur in reinforced steel components during installation, the lack of real-time status perception and model mapping means makes it difficult for construction personnel to promptly identify the specific location and extent of the deviation. Furthermore, existing methods, after identifying structural anomalies, typically rely on manual experience for judgment and adjustment, lacking systematic analysis methods based on structural force transmission relationships and constraints. This leads to inaccurate anomaly location and delayed adjustments to construction strategies, affecting construction efficiency and structural safety control levels. Summary of the Invention

[0004] This invention addresses the technical problems in existing technologies where the construction process of reinforced steel structures lacks real-time structural status monitoring and dynamic correlation with the BIM model, leading to difficulties in timely detection of construction deviations, inaccurate anomaly location, and delayed adjustments to construction strategies. It provides a BIM-based construction method for reinforced steel structures to solve these problems.

[0005] To address the aforementioned technical problems, this invention provides a BIM-based construction method for reinforced steel structures, comprising: acquiring structural design data and construction schedule planning data for the construction project; constructing a three-dimensional structural BIM model including reinforced steel columns, reinforced steel beams, and connection nodes based on the structural design data; and marking the construction and installation sequence and corresponding construction stages of each reinforced steel component in the three-dimensional structural BIM model based on the construction schedule planning data; establishing a construction stage structural state model of the reinforced steel structure based on the BIM model and construction stages, and deploying structural state sensing units at key component locations of the reinforced steel structure to synchronize real-time collected displacement data, strain data, and attitude change data to the component nodes of the three-dimensional structural BIM model; performing structural feature extraction processing on the mapped collected results using the construction stage structural state model to construct a construction stage structural state vector; performing correlation analysis between the construction stage structural state vector and the design state features of the corresponding construction stage in the construction stage structural state model to identify structural state consistency indicators; using the structural state consistency indicators to locate anomalies, and performing construction strategy adjustment analysis under force transmission relationships and structural constraint relationships based on the anomaly location results to establish and update the construction strategy.

[0006] Optionally, the structural state vector during the construction phase includes deformation gradient characteristics, nodal force transmission characteristics, and structural constraint response characteristics.

[0007] Optionally, the structural feature extraction process is performed on the mapped acquisition results using the construction stage structural state model to construct the construction stage structural state vector. This further includes: using the construction stage structural state model to determine the structural connection relationships and force transmission paths between the steel members in the current construction stage, and constructing a corresponding structural topology matrix; performing neighborhood association calculations on the displacement data, strain data, and attitude change data mapped to each member node based on the structural topology matrix to obtain the structural response change sequence of each member in the force transmission path direction; performing gradient change analysis on the structural response change sequence to extract deformation gradient features characterizing the deformation transmission trend of the member; calculating the force response differences of the member nodes in different constraint directions based on the structural connection relationships and temporary support constraints to extract node force transmission features and structural constraint response features; and combining the deformation gradient features, node force transmission features, and structural constraint response features to generate the construction stage structural state vector.

[0008] Optionally, extracting deformation gradient features characterizing the deformation transmission trend of components further includes: selecting multiple adjacent component nodes along the force transmission path determined by the structural state model of the construction stage, and constructing a corresponding structural response propagation sequence; calculating the displacement change difference, strain change difference, and attitude change difference between adjacent nodes based on the structural response propagation sequence, and determining the propagation gradient of the structural response in the direction of the force transmission path based on the calculation results; performing path direction accumulation calculation on the propagation gradient to obtain the propagation attenuation features of the structural response between different component nodes; and constructing deformation gradient features based on the propagation gradient and propagation attenuation features.

[0009] Optionally, identifying structural state consistency indicators includes: determining the force transmission path and structural connection nodes between components in the current construction stage based on the structural state model of the construction stage, and constructing structural response relationship units containing multiple adjacent component nodes along the force transmission path; extracting the response coupling relationship between adjacent component nodes in each structural response relationship unit according to the structural state vector of the construction stage, and constructing a structural response relationship matrix for the current construction stage; extracting the target structural response relationship matrix corresponding to the design state of the construction stage from the structural state model of the construction stage; performing relationship preservation matching analysis on the structural response relationship matrix and the target structural response relationship matrix to identify the degree of change in the component response coupling relationship and calculate the structural relationship stability; and determining the structural state consistency indicator based on the structural relationship stability.

[0010] Optionally, an updated construction strategy is established, including: determining structural state anomaly nodes based on the structural state consistency index, and performing structural response propagation analysis along the force transmission path in the structural state model during the construction phase, starting from the structural state anomaly nodes, to construct an influencing component set; constructing anomaly-affected substructures based on the structural connection relationships and temporary support constraint relationships of the influencing component set in the structural state model during the construction phase; analyzing the force transmission direction and structural constraint conditions of each component in the anomaly-affected substructure to establish the construction stability influence range; and using the construction stability influence range to reconstruct the constraints of component installation sequence, temporary support arrangement, and welding operation sequence in the construction schedule planning data to establish an updated construction strategy.

[0011] Optionally, based on the structural response gradient and force transmission direction of the components in the abnormally affected substructure, the structural risk level of the components in the subsequent construction stage is calculated, and a construction early warning signal is established based on the structural risk level, and the early warning is issued.

[0012] Optionally, the early warning issuance also includes: establishing a component-level risk level distribution map based on the construction early warning signal; configuring a monitoring strategy based on the component-level risk level distribution map during the execution of the updated construction strategy, and performing dynamic monitoring and verification management.

[0013] Optionally, the dynamic monitoring and verification management further includes: configuring a time-series anomaly signal at each time-series node based on the dynamic monitoring and verification results, and updating the time-series anomaly signal to the component-level risk level distribution map; performing real-time early warning cumulative analysis based on the updated component-level risk level distribution map to generate a real-time early warning strategy.

[0014] Optionally, construction schedule planning data can be bound to structural nodes of the 3D structural BIM model to perform real-time updates of construction and installation sequence and construction status.

[0015] The beneficial effects of this invention are:

[0016] First, structural design data and construction schedule planning data for the construction project are acquired. Based on the structural design data, a 3D structural BIM model including stiffened steel columns, stiffened steel beams, and connection nodes is constructed. Based on the construction schedule planning data, the construction and installation sequence and corresponding construction stages of each stiffened steel component are marked in the 3D structural BIM model, thus establishing a complete structural digital model with construction sequence information, providing a foundation for subsequent dynamic monitoring and analysis of the construction status. Next, a construction stage structural state model of the stiffened steel structure is established based on the BIM model and construction stages. Structural state sensing units are deployed at key component locations of the stiffened steel structure, synchronizing real-time collected displacement, strain, and attitude change data to the component nodes of the 3D structural BIM model. This achieves dynamic correlation between the structural state at the construction site and the BIM model, enabling the model to reflect the actual state of the stiffened steel components at each construction stage in real time. Finally, the structural state model of the construction stage is used to perform structural feature extraction processing on the mapped collected results, constructing a construction stage structural state vector. This transforms multi-source heterogeneous monitoring data into a unified feature representation characterizing the overall structural state at the current construction stage, facilitating quantitative comparison and analysis with the design state. Furthermore, a correlation analysis is conducted between the structural state vector of the construction stage and the design state characteristics of the corresponding construction stage in the structural state model to identify structural state consistency indicators. By quantifying the deviation between the actual state and the design state, it is determined whether the structural state of the current construction stage meets the design expectations. Subsequently, anomalies are located using the structural state consistency indicators, and based on the anomaly location results, an analysis of construction strategy adjustments under force transmission relationships and structural constraint relationships is conducted to establish and update the construction strategy. Targeted construction adjustment measures are proposed for the located anomaly locations, taking into account the mechanical transmission characteristics and constraint conditions of the steel structure, thereby achieving adaptive optimization of the construction strategy.

[0017] Through the above technical solutions, the real-time monitoring data and BIM model during the construction of steel structure are dynamically synchronized, enabling the structural state during the construction phase to be accurately perceived and quantitatively represented, deviations and anomalies to be quickly located to specific component positions, and construction strategies to be adaptively adjusted based on force transmission relationships and structural constraints, effectively improving the process control accuracy and response efficiency of steel structure construction. Attached Figure Description

[0018] Figure 1 A flowchart illustrating a BIM-based construction method for reinforced steel structures provided by this invention;

[0019] Figure 2 This is a flowchart illustrating the identification of structural state consistency indicators provided by the present invention. Detailed Implementation

[0020] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0021] In the description of this invention, the terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of indicated technical features. Thus, a feature defined as "first" or "second" may explicitly or implicitly include one or more of the stated features. In the description of this invention, "a plurality of" means two or more, unless otherwise explicitly specified.

[0022] In the description of this invention, the term "for example" is used to mean "used as an example, illustration, or description." Any embodiment described as "for example" in this invention is not necessarily to be construed as being more preferred or advantageous than other embodiments. The following description is provided to enable any person skilled in the art to make and use the invention. Details are set forth in the following description for purposes of explanation. It should be understood that those skilled in the art will recognize that the invention can be made without using these specific details. In other instances, well-known structures and processes will not be described in detail to avoid obscuring the description of the invention with unnecessary detail. Therefore, the invention is not intended to be limited to the embodiments shown, but is consistent with the broadest scope of the principles and features disclosed herein.

[0023] like Figure 1 As shown, this embodiment of the invention provides a BIM-based construction method for reinforced steel structures, including:

[0024] S1. Obtain the structural design data and construction schedule planning data of the construction project. Based on the structural design data, construct a three-dimensional structural BIM model containing stiffened steel columns, stiffened steel beams and connection nodes. Based on the construction schedule planning data, mark the construction and installation sequence and corresponding construction stage of each stiffened steel component in the three-dimensional structural BIM model.

[0025] Specifically, firstly, structural design data and construction schedule planning data for the construction project are acquired to provide basic information for building a 3D structural BIM model. The structural design data includes the geometric parameters of the stiffening steel structure components, material properties, structural layout information, and connection node design information. Component geometric parameters include the cross-sectional dimensions, column height, and column base elevation of stiffening steel columns; the cross-sectional dimensions, span, and beam end elevation of stiffening steel beams; and the spatial positioning coordinates of each component in the architectural coordinate system. Material properties include mechanical performance parameters such as steel grade, modulus of elasticity, and yield strength. Structural layout information includes the spatial relationship between stiffening steel columns and beams, and the structural topological relationship between components. Connection node design information includes the node connection type, node domain construction, and connection method. Node connection types are divided into rigid connections and hinged connections. Rigid connections can transmit bending moment and shear force, while hinged connections only transmit shear force. Node domain construction includes node plate thickness and stiffening plate arrangement. Connection methods include welded connections and high-strength bolt connections, as well as their combinations. Construction schedule planning data includes the planned installation time, installation sequence number, construction stage division, temporary support configuration information, and work sequence arrangement for each steel reinforcement component. The division of construction stages is determined based on the stress formation process of the structural system, with the formation of independent load-bearing capacity of structural units as the stage division boundary. The transition nodes of the temporary support system are also considered, ensuring that each construction stage corresponds to a set of component installation operations with a relatively complete stress transfer path. Temporary support configuration information includes the type, location, installation time, and removal time of temporary supports, used to clarify the constraints of the structural system at each construction stage.

[0026] Then, a 3D structural BIM model including stiffened columns, stiffened beams, and connection nodes is constructed based on the structural design data. During model construction, stiffened columns and beams are parametrically modeled as the main structural components, generating corresponding component entities in 3D space according to their geometric parameters and spatial coordinates. Connection nodes, as the mechanical transfer points between stiffened columns and beams, are expressed as node domains in the model. Different mechanical transfer attributes are assigned based on the connection type: rigid connection nodes are marked as capable of transferring bending moment and shear force, while hinged nodes are marked as transferring only shear force, ensuring accurate establishment of the force transfer path in the subsequent construction phase structural state model. Temporary supports, as auxiliary constraint components during the construction phase, are simultaneously included in the model, with their setup and removal phase attributes labeled to reflect the actual constraint boundary conditions at each construction phase. Furthermore, state data interfaces are preset in each component node of the 3D structural BIM model to receive subsequently acquired displacement, strain, and attitude change data. The status data interface includes displacement data fields, strain data fields, attitude data fields, and timestamp fields. The displacement data field stores the displacement components of the component nodes in three coordinate directions; the strain data field stores the strain measurements of key sections of the component; the attitude data field stores the tilt and torsional angles of the component; and the timestamp field marks the data acquisition time to achieve temporal correspondence. Then, based on the construction schedule planning data, the construction and installation sequence and corresponding construction stages of each stiffening steel component are marked in the 3D structural BIM model. Specifically, each stiffening steel component is bound to its corresponding installation sequence number and construction stage identifier, so that each component node in the 3D structural BIM model carries a construction sequence attribute. Through the marking of construction stage identifiers, the corresponding component sets can be filtered and displayed in the model according to the construction stage, intuitively presenting the structural form and stress system state of the installed components at each stage. Simultaneously, the marking of the construction and installation sequence provides a temporal basis for the establishment of the structural status model for subsequent construction stages, enabling the clear identification of the currently installed component range, structural connection status, and temporary support constraints at any construction stage. This lays the foundation for the dynamic correlation between real-time monitoring data and the model, as well as the phased analysis of the structural status.

[0027] Through the above processing, a three-dimensional structural BIM model with complete structural information, construction sequence attributes, and status data interfaces was constructed. This model can not only express the static design information of the steel structure, but also carry the dynamic evolution process of each construction stage, providing a digital carrier for the establishment of structural status models in subsequent construction stages, the synchronous mapping of real-time monitoring data, and the comparative analysis of structural status.

[0028] S2. Based on the BIM model and the construction stage, establish a structural state model of the steel structure during the construction stage, and deploy structural state sensing units at the key component locations of the steel structure to synchronize the real-time collected displacement data, strain data, and attitude change data to the component nodes of the three-dimensional structural BIM model.

[0029] Specifically, firstly, a construction-stage structural state model of the stiffened steel structure is established based on the 3D structural BIM model and the construction phase. The construction-stage structural state model is a structural stress analysis model for a specific construction phase, used to characterize the structural system formed by the installed components at that phase and its theoretical stress state. Specifically, stiffened steel columns, stiffened steel beams, connection nodes, and temporary support components installed at the current construction phase are extracted from the 3D structural BIM model according to the construction phase identifier, forming a set of structural components for that phase. Based on the spatial positional relationships of each component in the structural component set and the mechanical transfer properties of the connection nodes, the structural topology of the current construction phase is established, clarifying the connection methods and force transfer paths between components. Simultaneously, based on the placement and constraint characteristics of the temporary supports, the boundary constraint conditions for the current construction phase are determined. On this basis, combined with the material properties and section parameters of each component, a structural mechanics analysis model for the current construction phase is established, calculating the theoretical displacement, theoretical strain, and theoretical attitude of each component node under its own weight and construction loads. These are stored in the construction-stage structural state model as design state characteristics of that construction phase. The construction-stage structural state model is dynamically updated as the construction progresses. As construction progresses to the next stage, the structural component set is re-extracted based on the changes in newly installed components and temporary supports. The structural topology and boundary constraints are updated, and the design state characteristics are recalculated to form a structural state model corresponding to the new construction stage. Through this dynamic updating mechanism, the structural state model for each construction stage can accurately reflect the actual stress characteristics of the structural system at each stage, providing a benchmark for subsequent comparative analysis of measured data and the design state.

[0030] Structural state sensing units are deployed at key components of the reinforced steel structure to collect real-time displacement, strain, and attitude change data of the components during construction. The selection of key components is based on their importance in the structural load-bearing system, including reinforced steel columns bearing the main vertical load, main reinforced steel beams bearing the horizontal force transmission from floors, components located at points of abrupt changes in structural stiffness, and critical connection nodes along the force transmission path. The structural state sensing units include displacement sensors, strain sensors, and attitude sensors. Displacement sensors are deployed at component nodes to measure the displacement components of the nodes in three coordinate directions. These sensors can be wire-type displacement sensors or laser rangefinders, with a measurement accuracy of no less than 0.1 mm. Strain sensors are deployed at critical cross-sections of the components to measure the strain response of the components under stress. Critical cross-sections include the column base and top sections of reinforced steel columns, and the mid-span and end sections of reinforced steel beams—areas of stress concentration. These sensors can be resistance strain gauges or fiber optic strain sensors. Attitude sensors are deployed at the center of the component to measure its tilt and torsional angles. These sensors can be tilt sensors or inertial measurement units (IMUs). Each structural state sensing unit connects wirelessly to the data acquisition system, collecting displacement, strain, and attitude change data in real time according to a set sampling frequency. The sampling frequency is determined based on the characteristics of the construction phases; a higher sampling frequency is used during dynamic operations such as component hoisting and alignment, while a lower sampling frequency is used during static curing.

[0031] Subsequently, the real-time collected displacement, strain, and attitude change data are synchronized to the component nodes of the 3D structural BIM model. Specifically, a mapping table is established between the structural state sensing units and the component nodes in the 3D structural BIM model, based on the correspondence between the installation positions of each structural state sensing unit and the component nodes in the 3D structural BIM model. The data acquisition system writes the data collected by each structural state sensing unit into the state data interface of the corresponding component node according to the mapping table, including writing displacement measurement values ​​into the displacement data field, strain measurement values ​​into the strain data field, and attitude measurement values ​​into the attitude data field, while recording the data acquisition time to the timestamp field. Through the data synchronization mechanism, the state data of each component node in the 3D structural BIM model can reflect the actual state of the components on site in real time, realizing the dynamic association between the construction site and the digital model.

[0032] Through the above processing, a structural state model for each construction stage was established, which can characterize the structural stress characteristics of each construction stage. By deploying structural state sensing units, real-time synchronization between on-site measured data and the three-dimensional structural BIM model was achieved. This allows each component node in the model to contain both theoretical features under the design state and dynamically update the actual measured state, providing data support for subsequent structural feature extraction and state comparison analysis.

[0033] S3. Using the structural state model of the construction stage, perform structural feature extraction processing on the mapped acquisition results to construct the structural state vector of the construction stage.

[0034] Specifically, after completing the synchronous mapping between real-time monitoring data and the three-dimensional structural BIM model, the structural feature extraction process is performed on the mapped acquisition results using the structural state model of the construction stage to construct the structural state vector of the construction stage.

[0035] Since the displacement, strain, and attitude change data synchronized to each component node are raw measurements stored in a dispersed manner, they cannot be directly used for overall structural condition assessment. Therefore, based on the structural topology and force transfer paths determined in the structural condition model during the construction phase, it is necessary to perform structural feature extraction processing on the monitoring data of each component node to extract feature information that reflects the overall stress behavior of the structure, thus obtaining the structural condition vector for the construction phase. The purpose of structural feature extraction processing is to transform the multi-source heterogeneous monitoring data dispersed across each component node into a unified feature representation that can characterize the overall structural condition at the current construction phase, facilitating quantitative comparative analysis with the design condition features.

[0036] The structural state vector during the construction phase includes deformation gradient characteristics, nodal force transmission characteristics, and structural constraint response characteristics. Deformation gradient characteristics characterize the distribution and transmission trend of structural deformation along the force transmission path, reflecting the degree of deformation coordination and continuity of deformation transmission between adjacent member nodes by analyzing deformation differences. Nodal force transmission characteristics characterize the actual state of mechanical transmission at connecting nodes, reflecting the response characteristics and transmission efficiency of the node during force transmission by analyzing the strain response relationship between members on both sides of the node. Structural constraint response characteristics characterize the response state of members under constraints such as temporary supports, reflecting the actual constraint effect of the constraint boundary on structural behavior by analyzing the differences in displacement and attitude responses of members in different constraint directions.

[0037] By constructing a structural state vector for the construction phase, the multi-source heterogeneous monitoring data scattered across various component nodes is transformed into a structural state vector for the construction phase. This allows the actual structural state of the current construction phase to be quantitatively described in vector form, facilitating subsequent correlation analysis with the design state features stored in the structural state model for the construction phase, thereby identifying the degree of consistency between the actual state and the design state.

[0038] S4. Based on the correlation analysis between the structural state vector of the construction stage and the design state characteristics of the corresponding construction stage in the structural state model of the construction stage, identify the structural state consistency index.

[0039] Specifically, the correlation analysis is based on the principle of matching structural response relationships. First, based on the structural state model of the construction stage, the force transmission paths and structural connection nodes between components in the current construction stage are determined. Structural response relationship units containing multiple adjacent component nodes are then constructed along the force transmission paths. Each structural response relationship unit reflects the response correlation characteristics between adjacent components within a local structural region. Then, based on the structural state vector of the construction stage, the response coupling relationships between adjacent component nodes in each structural response relationship unit are extracted, constructing the structural response relationship matrix for the current construction stage. This matrix expresses the degree of response correlation between component nodes based on measured data. Simultaneously, the target structural response relationship matrix corresponding to the design state of the construction stage is extracted from the structural state model of the construction stage. This matrix expresses the expected degree of response correlation between component nodes under theoretical calculation conditions.

[0040] Furthermore, a relationship preservation matching analysis is performed on the structural response relationship matrix and the target structural response relationship matrix to identify the degree of change in the component response coupling relationship and calculate the structural relationship stability. The relationship preservation matching analysis assesses whether the response coupling relationship between each component node remains consistent with the design state by comparing the differences between corresponding elements in the measured response relationship matrix and the design response relationship matrix. Structural relationship stability is used to quantify the degree of preservation of the overall structural response relationship; higher stability indicates a closer approximation between the actual and design response relationships. Subsequently, a structural state consistency index is determined based on the structural relationship stability. The structural state consistency index comprehensively reflects the overall degree of conformity between the actual structural state and the design state at the current construction stage, providing a basis for subsequent anomaly location and construction strategy adjustments based on the consistency index.

[0041] S5. Use the structural state consistency index to locate anomalies, and based on the anomaly location results, conduct analysis on the adjustment of construction strategies under the force transmission relationship and structural constraint relationship, and establish an updated construction strategy.

[0042] Specifically, after identifying the structural state consistency index, firstly, abnormal nodes in the structural state are determined based on the structural state consistency index. Starting from these abnormal nodes, structural response propagation analysis is performed along the force transmission path in the structural state model during the construction phase, constructing a set of influencing components. Based on the structural connection relationships and temporary support constraint relationships of the influencing component set in the structural state model during the construction phase, an abnormal influence substructure is constructed. The force transmission direction and structural constraint conditions of each component in the abnormal influence substructure are analyzed to establish the construction stability influence range. Then, the construction stability influence range is used to reconstruct the constraints on the component installation sequence, temporary support arrangement, and welding operation sequence in the construction schedule planning data, establishing and updating the construction strategy to achieve adaptive optimization of the construction strategy.

[0043] Through the above steps, dynamic control of the entire construction process of rigid steel structures based on BIM is realized. Real-time monitoring data during the construction process of rigid steel structures is dynamically linked with the BIM model, enabling the structural state during the construction stage to be accurately perceived and quantitatively represented, construction deviations to be detected in a timely manner, abnormal locations to be quickly located to specific component nodes, and systematic adjustments to construction strategies based on the force transmission relationship and structural constraints of the rigid steel structure, effectively improving the accuracy and response efficiency of process control during the construction of rigid steel structures.

[0044] Furthermore, the structural state vector during the construction phase includes deformation gradient characteristics, nodal force transmission characteristics, and structural constraint response characteristics.

[0045] In a preferred embodiment, the structural state vector during the construction phase includes three dimensions of features: deformation gradient features, nodal force transmission features, and structural constraint response features. The deformation gradient features characterize the distribution and transmission trend of structural deformation along the force transmission path. By analyzing the displacement and strain differences between adjacent member nodes, it reflects the degree of deformation coordination between members and the continuity of deformation along the force transmission path. When the deformation gradient is uniformly distributed along the path, it indicates normal structural deformation transmission; when a sudden gradient change occurs locally, it indicates deformation incoordination at that location.

[0046] The force transmission characteristics of nodes are used to characterize the actual response state of mechanical transmission at the connection nodes. By analyzing the strain response relationship and attitude change relationship of the components on both sides of the connection node, the response characteristics of the node during the force transmission process are reflected. Rigid connection nodes should show effective transmission of bending moment and shear force, while hinged nodes should show the characteristic of transmitting only shear force. The force transmission characteristics of nodes can reflect whether the actual node behavior is consistent with the designed connection form.

[0047] Structural constraint response characteristics are used to characterize the response state of components under constraints such as temporary supports. By analyzing the differences in displacement and attitude responses of components in different constraint directions, the actual constraint effect of the constraint boundary on structural behavior can be reflected. Effective constraints should limit the displacement and rotation of components in the constraint direction. Structural constraint response characteristics can reflect whether the temporary supports have played the expected constraint role.

[0048] Deformation gradient characteristics, nodal force transmission characteristics, and structural constraint response characteristics characterize the structural state during the construction stage from three dimensions: deformation transmission, nodal response, and constraint effect. Together, they form the structural state vector of the construction stage, providing a state description for subsequent correlation analysis with design state characteristics.

[0049] Furthermore, the structural feature extraction process is performed on the mapped acquisition results using the construction stage structural state model to construct the construction stage structural state vector, which also includes:

[0050] S31. Using the structural state model of the construction stage, determine the structural connection relationship and force transmission path between each stiffening steel component in the current construction stage, and construct the corresponding structural topology matrix;

[0051] S32. Based on the structural topology relation matrix, perform neighborhood association calculation on the displacement data, strain data and attitude change data mapped to each component node to obtain the structural response change sequence of each component in the direction of force transmission path;

[0052] S33. Perform gradient change analysis on the structural response change sequence to extract deformation gradient features that characterize the deformation transmission trend of the component;

[0053] S34. Calculate the differences in force response of component nodes in different constraint directions based on the structural connection relationship and temporary support constraint conditions, so as to extract the force transmission characteristics of nodes and structural constraint response characteristics.

[0054] S35. Combine the deformation gradient features, nodal force transmission features, and structural constraint response features to generate a structural state vector for the construction stage.

[0055] In a preferred embodiment, firstly, the structural connection relationships and force transmission paths between the stiffening steel members in the current construction stage are determined using the structural state model of the construction stage, and a corresponding structural topology matrix is ​​constructed. Specifically, the connection node information of the installed members in the current construction stage is extracted from the structural state model of the construction stage, and the connection relationships between the members are determined according to the connection form of each connection node, including rigid connections and hinged connections. Rigid connections indicate that adjacent members can transmit bending moment and shear force, while hinged connections indicate that adjacent members only transmit shear force. Based on the connection relationships between the members, the force transmission paths are determined along the vertical load transmission direction and the horizontal force transmission direction, respectively. The vertical force transmission path transmits downwards along the stiffening steel column to the foundation, and the horizontal force transmission path transmits along the stiffening steel beam to the adjacent stiffening steel column. Using each member node as a matrix row and column index, a structural topology matrix is ​​constructed. The matrix elements are represented in binary form, with the first component representing the connection form and the second component representing the direction of the force transmission path. When there is no direct connection between two component nodes, the matrix element is (0,0). When there is a direct connection between two component nodes, the first component is set according to the connection type: rigid connection is set to 1, hinged connection is set to 2. The second component is set according to the direction of the force transmission path: vertical force transmission path is set to 1, horizontal force transmission path is set to 2. For example, the matrix element corresponding to a rigid connection node located on the vertical force transmission path is (1,1), and the matrix element corresponding to a hinged connection node located on the horizontal force transmission path is (2,2).

[0056] Then, based on the structural topology matrix, neighborhood correlation calculations are performed on the displacement, strain, and attitude change data mapped to each component node to obtain the structural response change sequence of each component along the force transmission path. Specifically, the set of adjacent nodes for each component node is determined based on the position of the first component of the element in the structural topology matrix that is not 0, and the direction of the force transmission path of the adjacent node is determined based on the second component of the element. For each force transmission path, the displacement, strain, and attitude change data of each component node along the path are extracted and arranged in the order of the force transmission path to form the structural response change sequence along that force transmission path. The structural response change sequence includes a displacement response sequence, a strain response sequence, and an attitude response sequence. The displacement response sequence records the three-dimensional displacement components of each node along the force transmission path, the strain response sequence records the strain measurement values ​​of the key sections of each node, and the attitude response sequence records the tilt angle and torsional angle of each node. The vertical and horizontal force transmission paths each form their own structural response change sequences, which are used for subsequent gradient change analysis.

[0057] Next, gradient variation analysis is performed on the structural response change sequence to extract deformation gradient features characterizing the deformation transmission trend of the component. Gradient variation analysis analyzes the changing trend of the structural response along the path by calculating the response differences between adjacent nodes along the force transmission path. Specifically, the differences in displacement response, strain response, and attitude response between adjacent nodes are calculated sequentially along the force transmission path to obtain the gradient distribution of the response change. Then, the cumulative change of the gradient along the path is analyzed to extract deformation gradient features characterizing the deformation transmission trend.

[0058] Then, based on the structural connection relationships and temporary support constraints, the differences in stress response of component nodes in different constraint directions are calculated to extract the stress transmission characteristics and structural constraint response characteristics of the nodes. Specifically, for the extraction of node stress transmission characteristics, for each connection node, the adjacent components on both sides of the node are determined according to the structural topology matrix, and the strain data and attitude change data of the adjacent components on both sides of the node are extracted. The strain transmission ratio is calculated based on the strain data of the components on both sides of the node. The strain transmission ratio is defined as the ratio of the strain value of the downstream component to the strain value of the upstream component, where the downstream side refers to the side away from the load application point in the direction of the stress transmission path, and the upstream side refers to the side closer to the load application point in the direction of the stress transmission path. The strain transmission ratio is used to characterize the transmission efficiency of strain response when passing through the node. A strain transmission ratio close to 1 indicates that the strain is completely transmitted at the node, and a strain transmission ratio significantly deviating from 1 indicates that there is an anomaly in strain transmission at the node. The rotational coordination degree is calculated based on the attitude change data of the components on both sides of the node. For rigid connection nodes, the rotational coordination degree is defined as the absolute value of the difference in measured rotation angles between the components on both sides of the node. Since rigid connection nodes should theoretically maintain consistent rotation angles on both sides, the closer the rotational coordination degree is to zero, the better the deformation coordination between the two sides of the node. For hinged nodes, the rotational coordination degree is defined as the ratio of the difference in measured rotation angles between the components on both sides of the node to the theoretically allowable difference in rotation angles. The theoretically allowable difference in rotation angles is determined based on the hinged constraint conditions and the load conditions at the current construction stage. A rotational coordination degree close to 1 indicates that the hinged node is working normally. The strain transfer ratio and rotational coordination degree of each connection node are used as the force transfer characteristics of the node.

[0059] For extracting structural constraint response characteristics, for each component node with temporary supports, the constraint direction of the temporary supports is first determined. The constraint direction of the temporary supports is the axial direction of the supporting component; the constraint direction of vertical temporary supports is the vertical direction; the constraint direction of horizontal temporary supports is the horizontal direction; and the constraint direction of diagonal temporary supports is the direction of the support axis. Based on the constraint direction of the temporary supports, the displacement response of the component node is decomposed into constraint direction displacement components and non-constraint direction displacement components. The constraint effectiveness is calculated as the ratio of the constraint direction displacement component to the non-constraint direction displacement component. The smaller the constraint effectiveness, the more significant the constraint effect of the temporary supports in the constraint direction, meaning that the displacement of the component in the constraint direction is effectively limited. Simultaneously, the rotational component corresponding to the constraint direction is extracted from the component attitude data, and the constraint rotational suppression degree is calculated. The constraint rotational suppression degree is the ratio of the measured rotational angle to the theoretical rotational angle under unconstrained conditions. The theoretical rotational angle under unconstrained conditions is extracted from the structural state model during the construction stage and represents the theoretical rotational angle value of the component under the same load condition after removing the temporary support constraint. The smaller the constraint rotational suppression degree, the better the suppression effect of the temporary supports on the component rotation. The constraint effectiveness and constraint rotation inhibition degree of each constrained node are used as structural constraint response characteristics.

[0060] Subsequently, the deformation gradient features, nodal force transmission features, and structural constraint response features are combined to generate a structural state vector for the construction stage. This structural state vector represents the overall structural state at the current construction stage. The deformation gradient features include gradient parameters for each force transmission path; vertical and horizontal force transmission paths each correspond to their respective deformation gradient feature parameters, representing the distribution of structural deformation along different force transmission paths. The nodal force transmission features include the strain transfer ratio and rotational compatibility of each connecting node; each connecting node corresponds to a set of strain transfer ratio and rotational compatibility parameters, representing the force transmission state of each node. The structural constraint response features include the constraint effectiveness and constraint rotational suppression degree of each constrained node; each member node with temporary supports corresponds to a set of constraint effectiveness and constraint rotational suppression degree parameters, representing the actual constraint effect of the temporary supports. These three feature parameters are arranged sequentially according to the force transmission path, connecting node, and constrained node, forming a one-dimensional numerical vector, i.e., the structural state vector for the construction stage. The dimension of the structural state vector during the construction phase is determined by the number of force transmission paths, the number of connection nodes, and the number of constrained nodes in the current construction phase. Each element in the vector corresponds to a specific location in the structure, providing support for subsequent correlation analysis with the design state characteristics in the structural state model during the construction phase.

[0061] Furthermore, extracting deformation gradient features that characterize the deformation transmission trend of components also includes:

[0062] S331. Select multiple adjacent component nodes along the force transmission path determined by the structural state model of the construction stage, and construct the corresponding structural response propagation sequence.

[0063] S332. Calculate the displacement change difference, strain change difference, and attitude change difference between adjacent nodes based on the structural response propagation sequence, and determine the propagation gradient of the structural response in the force transmission path direction based on the calculation results.

[0064] S333. Perform path direction accumulation calculation on the propagation gradient to obtain the propagation attenuation characteristics of the structural response between different component nodes;

[0065] S334. Construct deformation gradient features based on the propagation gradient and propagation attenuation features.

[0066] In a preferred embodiment, firstly, based on the acquired structural response change sequence, multiple adjacent component nodes are selected along the force transmission path determined by the structural state model during the construction phase to construct a corresponding structural response propagation sequence. Specifically, according to the structural topology matrix in the structural state model during the construction phase, multiple adjacent component nodes on the same transmission path are selected along the vertical and horizontal force transmission paths, respectively. For the vertical force transmission path, starting from the top-floor stiffening column node, the column top and column base nodes of each layer of stiffening columns are selected sequentially downwards until the foundation node, forming a vertical structural response propagation sequence. For the horizontal force transmission path, starting from one end of the stiffening column node, the component nodes connected along the stiffening beam are selected sequentially until the other end of the stiffening column node, forming a horizontal structural response propagation sequence. The nodes in the structural response propagation sequence are arranged in chronological order according to the force transmission direction, and the sequence records the displacement data, strain data, and attitude change data of each node.

[0067] Then, based on the structural response propagation sequence, the differences in displacement, strain, and attitude between adjacent nodes are calculated. The propagation gradient of the structural response along the force transmission path is determined based on the calculation results. Specifically, for each pair of adjacent nodes in the structural response propagation sequence, the displacement difference is obtained by subtracting the displacement of the upstream node from the displacement of the downstream node; the strain difference is obtained by subtracting the strain of the upstream node from the strain of the downstream node; and the attitude difference is obtained by subtracting the attitude of the upstream node from the attitude of the downstream node. The downstream node refers to the node farther from the load application point along the force transmission direction, and the upstream node refers to the node closer to the load application point along the force transmission direction. The differences in displacement, strain, and attitude of each pair of adjacent nodes are normalized by dividing by the spatial distance between the adjacent nodes to obtain the rate of change of response per unit length, i.e., the propagation gradient. The propagation gradient includes the displacement propagation gradient, strain propagation gradient, and attitude propagation gradient, which respectively characterize the drastic changes in displacement, strain, and attitude response along the force transmission path. A larger propagation gradient value indicates a more drastic change in response along that path.

[0068] Next, the propagation gradient is accumulated along the path direction to obtain the propagation attenuation characteristics of the structural response between different component nodes. Specifically, along the force transmission path, the propagation gradient values ​​of each path segment are accumulated sequentially starting from the starting node to obtain the cumulative propagation gradient from the starting node to each intermediate node. The cumulative propagation gradient of each intermediate node is compared with the theoretical cumulative propagation gradient from the starting node to that node. The theoretical cumulative propagation gradient is extracted from the design state characteristics of the structural state model during the construction stage. The ratio of the measured cumulative propagation gradient to the theoretical cumulative propagation gradient is calculated to obtain the propagation attenuation coefficient at each node. The propagation attenuation coefficient characterizes the degree of attenuation of the structural response during propagation from the starting node to that node. A propagation attenuation coefficient close to 1 indicates normal response propagation, while a propagation attenuation coefficient significantly deviating from 1 indicates abnormal attenuation or amplification during response propagation. The propagation attenuation coefficients of each node along the force transmission path are combined to form a propagation attenuation characteristic sequence, which is the propagation attenuation characteristic.

[0069] Subsequently, deformation gradient features are constructed based on the propagation gradient and propagation attenuation characteristics. Specifically, the displacement propagation gradient, strain propagation gradient, attitude propagation gradient, and propagation attenuation coefficient of each node along each path are organized in the order of the force transmission path to form deformation gradient features. The deformation gradient features consist of two parts: a propagation gradient component and a propagation attenuation component. The propagation gradient component reflects the local variation characteristics of the structural response along each segment of the force transmission path, while the propagation attenuation component reflects the overall transmission characteristics of the structural response along the force transmission path. The vertical force transmission path and the horizontal force transmission path each form their own deformation gradient features, which together constitute the deformation gradient feature part of the structural state vector during the construction stage, used for subsequent comparative analysis with the theoretical deformation gradient in the design state features.

[0070] Through the above processing, the original monitoring data of each node along the force transmission path are transformed into deformation gradient features. The propagation gradient component can reflect the local changes of structural deformation on each segment of the path, and the propagation attenuation component can reflect the transmission law of structural deformation along the entire path. The combination of the two can comprehensively characterize the transmission trend of structural deformation in the current construction stage, and provide characteristic basis for subsequent identification of abnormal deformation transmission locations and assessment of structural state consistency.

[0071] Furthermore, such as Figure 2 As shown, the indicators for identifying structural state consistency include:

[0072] S41. Based on the structural state model of the construction stage, determine the force transmission path and structural connection nodes between components in the current construction stage, and construct a structural response relationship unit containing multiple adjacent component nodes along the force transmission path.

[0073] S42. Extract the response coupling relationship between adjacent component nodes in each structural response relationship unit based on the structural state vector of the construction stage, and construct the structural response relationship matrix of the current construction stage.

[0074] S43. Extract the target structural response relationship matrix corresponding to the design state of the construction stage from the structural state model of the construction stage;

[0075] S44. Perform relationship preservation matching analysis on the structural response relationship matrix and the target structural response relationship matrix to identify the degree of change in the component response coupling relationship and calculate the structural relationship stability.

[0076] S45. Determine the structural state consistency index based on the stability of the structural relationship.

[0077] In a preferred embodiment, firstly, based on the structural state model of the construction stage, the force transmission paths and structural connection nodes between components in the current construction stage are determined, and structural response relationship units containing multiple adjacent component nodes are constructed along the force transmission paths. Specifically, the structural topology relationship matrix of the current construction stage is extracted from the structural state model of the construction stage, and the force transmission paths and structural connection node positions between each component are determined based on the non-zero elements in the matrix. Along each force transmission path, with the structural connection node as the center, one adjacent component node on its upstream side and one on its downstream side are selected to form a structural response relationship unit. The structural response relationship unit is the basic unit for performing response coupling relationship analysis. Each structural response relationship unit contains three nodes: an upstream component node, a connection node, and a downstream component node, used to analyze the response correlation characteristics between adjacent components within a local structural area. Multiple structural response relationship units are constructed along the vertical force transmission path and the horizontal force transmission path, respectively. There may be node overlap between the units to cover all connection nodes on the entire force transmission path.

[0078] Then, based on the structural state vector of the construction stage, the response coupling relationship between adjacent component nodes in each structural response relationship unit is extracted, and the structural response relationship matrix of the current construction stage is constructed. Specifically, for each structural response relationship unit, the deformation gradient features, node force transmission features, and structural constraint response features corresponding to each node in the unit are extracted from the structural state vector of the construction stage. The response coupling coefficient is calculated as follows: For the upstream response coupling coefficient between the upstream component node and the connecting node, the displacement propagation gradient, strain propagation gradient, and attitude propagation gradient between the upstream component node and the connecting node, as well as the strain transfer ratio and rotational compatibility of the connecting node, are extracted. The upstream response coupling coefficient is obtained by weighted summation of the above feature values. The weight of each feature value is determined according to its influence on the degree of structural response correlation. For example, the weights of displacement propagation gradient, strain propagation gradient, and attitude propagation gradient are set to 0.2, 0.3, and 0.2, respectively, and the weights of strain transfer ratio and rotational compatibility are set to 0.2 and 0.1, respectively. The specific weight values ​​are adjusted according to the contribution of each feature to the structural response correlation in the actual project. For the downstream response coupling coefficient between the connecting node and the downstream component node, the same calculation method is used. The propagation gradient characteristics between the connecting node and the downstream component node, as well as the force transmission characteristics of the connecting node, are extracted and weighted to obtain the downstream response coupling coefficient. For component nodes with temporary supports, the constraint effectiveness and constraint rotation suppression degree of the node also need to be included in the calculation of the response coupling coefficient. For example, the weights of constraint effectiveness and constraint rotation suppression degree can be set to 0.1 and 0.1 respectively, and the weights of other characteristic values ​​are adjusted accordingly to keep the sum of the weights at 1. The response coupling coefficient reflects the degree of correlation between the structural responses of adjacent nodes. The closer the coupling coefficient value is to the theoretical calculation value, the more the response relationship of adjacent nodes conforms to the design expectations. The greater the deviation between the coupling coefficient value and the theoretical value, the more abnormal the response relationship of adjacent nodes is. The upstream and downstream response coupling coefficients of each structural response relationship unit are used as matrix elements to construct a structural response relationship matrix. The rows of the matrix correspond to each structural response relationship unit, and the columns of the matrix correspond to the upstream and downstream response coupling coefficients, respectively. The matrix element values ​​are the response coupling coefficient values ​​of the corresponding units.

[0079] Next, the target structural response relationship matrix corresponding to the design state of the construction stage is extracted from the structural state model of the construction stage. Specifically, the structural state model of the construction stage stores design state characteristics such as theoretical deformation gradient, theoretical force transmission distribution, and theoretical constraint response under the current design state of the construction stage. Following the same construction method as the structural response relationship matrix, the theoretical response coupling coefficient of each structural response relationship unit under the design state is calculated based on the design state characteristics to construct the target structural response relationship matrix. The target structural response relationship matrix and the structural response relationship matrix have the same matrix structure, and the matrix elements correspond to the same structural response relationship units and coupling coefficient types, so as to facilitate subsequent element-by-element comparative analysis. Furthermore, a relationship preservation matching analysis is performed on the structural response relationship matrix and the target structural response relationship matrix to identify the degree of change in the component response coupling relationship and calculate the structural relationship stability. Specifically, the values ​​of each element in the structural response relationship matrix are compared with the corresponding element values ​​in the target structural response relationship matrix, and the deviation value of each element is calculated. The deviation value is defined as the absolute value of the difference between the measured response coupling coefficient and the theoretical response coupling coefficient. Statistical analysis is performed on the deviation values ​​of each element to calculate the mean and variance of the deviation values. The mean deviation value reflects the degree of deviation in the overall response coupling relationship, while the variance reflects the degree of dispersion of the deviation in the response coupling relationship. Then, the structural relationship stability is calculated based on the mean and variance of the deviation values ​​using the following formula: Structural relationship stability = (1 - mean deviation value / set reference value) × (1 - deviation variance / variance reference value), where the set reference value is the maximum allowable mean deviation, and the variance reference value is the maximum allowable variance. These two reference values ​​are set according to the actual accuracy requirements of the project. When the mean deviation value is 0 and the variance deviation value is 0, the structural relationship stability is 1, indicating that the actual response coupling relationship is completely consistent with the design state. When the mean deviation value reaches the set reference value or the variance deviation value reaches the variance reference value, the structural relationship stability approaches 0, indicating that there is a significant deviation between the actual response coupling relationship and the design state. If the calculated result is less than 0, it is taken as 0; if the calculated result is greater than 1, it is taken as 1, keeping the value range of the structural relationship stability between 0 and 1.

[0080] Subsequently, structural state consistency indices are determined based on structural relationship stability. These indices consist of two parts: overall consistency indices and unit consistency indices. The overall consistency indices, calculated using the structural relationship stability, characterize the overall degree of conformity between the actual structural state and the design state at the current construction stage. The unit consistency indices consist of the deviation values ​​of each structural response relationship unit and their corresponding unit location information, characterizing the consistency state of each local area. The deviation values ​​of each structural response relationship unit are derived from the deviation values ​​of each element calculated in S44. The unit location information is determined based on the row and column indices of the structural response relationship matrix. Each row of the matrix corresponds to a structural response relationship unit, and the position coordinates of the upstream component nodes, connection nodes, and downstream component nodes contained in that unit constitute its location information. Through these structural state consistency indices, we can determine whether the overall structural state at the current construction stage meets the design expectations based on the overall consistency indices, and we can also identify which structural response relationship units exhibit significant deviations based on the unit consistency indices. This provides a basis for subsequently identifying abnormal nodes in the structural state, locating anomalies, and adjusting construction strategies based on the structural state consistency indices.

[0081] Through the above processing, the structural state vector during the construction phase is systematically correlated with the design state characteristics. By constructing structural response relationship units and extracting response coupling relationships, the structural response correlation characteristics are quantitatively characterized. By calculating the structural relationship stability through relationship preservation matching analysis, the consistency between the actual structural state and the design state can be accurately assessed, providing information for subsequent anomaly location and construction strategy adjustment.

[0082] Furthermore, establish and update construction strategies, including:

[0083] S51. Determine the abnormal nodes of the structural state based on the structural state consistency index, and perform structural response propagation analysis along the force transmission path in the structural state model of the construction stage, starting from the abnormal nodes of the structural state, to construct a set of influencing components.

[0084] S52. Construct an abnormal influence substructure based on the structural connection relationship and temporary support constraint relationship of the influencing component set in the structural state model during the construction stage;

[0085] S53. Analyze the force transmission direction and structural constraint conditions of each component in the substructure affected by the abnormality, and establish the scope of influence on construction stability.

[0086] S54. Using the aforementioned construction stability influence range, the component installation sequence, temporary support layout, and welding operation sequence in the construction progress planning data are constrained and reconstructed to establish an updated construction strategy.

[0087] In a preferred embodiment, firstly, abnormal nodes in the structural state are identified based on the structural state consistency index. Starting from these abnormal nodes, structural response propagation analysis is performed along the force transmission path in the structural state model during the construction phase, constructing a set of influencing components. Specifically, unit consistency indices are extracted from the structural state consistency index. The deviation values ​​of each structural response relationship unit are iterated, and structural response relationship units with deviation values ​​exceeding a set abnormal threshold are marked as abnormal units. The abnormal threshold is set according to the actual accuracy requirements and safety control standards of the project. For example, the abnormal threshold can be set to 0.5 times the set benchmark value. When the deviation value of a unit exceeds this threshold, it is determined to be an abnormal unit. The specific threshold is adjusted according to the structural type and construction accuracy requirements. For each abnormal unit, its upstream component nodes, connection nodes, and downstream component nodes are extracted, and these nodes are identified as abnormal nodes in the structural state. Starting from each abnormal node, structural response propagation analysis is performed upstream and downstream along the force transmission path in the structural state model during the construction phase, identifying component nodes that have a direct or indirect force transmission relationship with the abnormal node. Structural response propagation analysis is performed based on the connection relationships in the structural topology matrix, expanding outward layer by layer along the force transmission path. During the expansion process, the response propagation attenuation coefficient of each layer's component nodes is calculated. The response propagation attenuation coefficient is the ratio of the degree to which the current layer's component node is affected by the abnormal node to the degree of deviation of the abnormal node itself. When the response propagation attenuation coefficient is less than a set propagation termination threshold, the response propagation effect is determined to be negligible, and expansion in that direction is stopped. The propagation termination threshold can be set, for example, to 0.1, indicating that expansion stops when the influence decreases to less than 10% of the abnormal node's deviation. All component nodes that have a force transmission relationship with the abnormal node in the structural state and whose response propagation attenuation coefficient is greater than the propagation termination threshold are summarized to form an affected component set.

[0088] Then, an anomaly impact substructure is constructed based on the structural connection relationships and temporary support constraint relationships of the influencing component set in the structural state model during the construction phase. Specifically, the structural connection relationships between each component in the influencing component set are extracted from the structural state model during the construction phase, including the location of connection nodes, connection type, and force transmission direction between each component. Simultaneously, the constraint relationships between each component and temporary supports are extracted, including the arrangement location, constraint direction, and constraint stiffness of the temporary supports. Using the components in the influencing component set as nodes and the structural connection relationships and temporary support constraint relationships between components as edges, the anomaly impact substructure is constructed. The anomaly impact substructure is a local structural model extracted from the overall structure, containing all components that may be affected by the anomaly and their interrelationships, used for subsequent analysis of the impact range of the anomaly on the local structural stability.

[0089] Next, the force transmission direction and structural constraints of each component in the substructure affected by the anomaly are analyzed to establish the scope of influence on construction stability. Specifically, for each component in the substructure affected by the anomaly, the force transmission direction of the component is determined based on its position in the structural topology, including the vertical and horizontal force transmission directions. The current structural constraints on each component are analyzed, including constraints provided by adjacent components that have been connected and constraints provided by temporary supports. Based on the location and degree of deviation of the abnormal nodes in the structural state, the possibility and degree of propagation of the abnormal state to adjacent components along the force transmission direction are assessed. For components with sufficient constraints, the propagation of the abnormal state is suppressed, and the degree of influence is small; for components with insufficient constraints, the abnormal state may continue to propagate, and the degree of influence is large. Based on the response propagation attenuation coefficient and the sufficiency of constraints of each component, the degree of influence of each component is determined. For example, the impact severity level is divided into three levels: Level 1 impact indicates that the component is directly adjacent to the anomalous node and has insufficient constraints, with a response propagation attenuation coefficient greater than 0.7, requiring priority handling; Level 2 impact indicates that the component is indirectly adjacent to the anomalous node or, although directly adjacent, has relatively sufficient constraints, with a response propagation attenuation coefficient between 0.3 and 0.7, requiring attention but with lower urgency; Level 3 impact indicates that the component is far from the anomalous node and has sufficient constraints, with a response propagation attenuation coefficient between the propagation termination threshold and 0.3, with a minor impact that can be temporarily ignored. The impact severity level of each component is combined to form the construction stability impact range. The construction stability impact range is represented in the form of a component list, including the location information and impact severity level of each affected component.

[0090] Subsequently, the constraints on the component installation sequence, temporary support layout, and welding operation sequence in the construction schedule planning data were reconstructed using the influence range of construction stability to establish an updated construction strategy. Specifically, the construction schedule planning data was adjusted according to the influence level of each component within the influence range of construction stability. For components with Level 1 influence, the following adjustments were made: Regarding the component installation sequence, the installation of subsequent adjacent components was suspended, and components that could provide additional constraints for the abnormal area were prioritized for installation; regarding the temporary support layout, temporary supports were added at the location of the component, or the constraint direction of existing temporary supports was adjusted to effectively constrain the abnormal deformation direction; regarding the welding operation sequence, welding operations at the relevant connection nodes of the component were suspended until the abnormal state was eliminated or stabilized. For components with Level 2 influence, the following adjustments were made: Regarding the component installation sequence, the installation sequence of subsequent adjacent components was adjusted, and components away from the direction of the abnormal node were prioritized for installation; regarding the temporary support layout, the constraint effect of existing temporary supports was checked, and auxiliary temporary supports were added if necessary; regarding the welding operation sequence, welding of connection nodes that could form a stable force transmission path was prioritized. For components affected by Level 3 impact, the original construction schedule will be maintained, but monitoring of the construction process will be strengthened, and close attention will be paid to changes in the component's condition. The adjusted component installation sequence, temporary support layout, and welding operation sequence will be integrated to form an updated construction strategy. The updated construction strategy will be simultaneously updated in the 3D structural BIM model, updating the construction and installation sequence labels and construction stage identifiers for each component, so that the model can reflect the adjusted construction plan.

[0091] Through the above processing, the anomaly was accurately located based on the structural state consistency index. By constructing the set of influencing components, the substructure affected by the anomaly, and the scope of the impact on construction stability, the scope and degree of the impact of the anomaly on the structure were systematically analyzed. Differentiated adjustment measures were formulated according to the degree of impact, and targeted updated construction strategies were formed. The adaptive optimization of the construction strategy was realized, ensuring that the construction process can respond to structural state deviations in a timely manner and take effective adjustment measures.

[0092] Furthermore, based on the structural response gradient and force transmission direction of the components in the abnormally affected substructure, the structural risk level of the components in the subsequent construction stage is calculated, and a construction early warning signal is established based on the structural risk level, and the early warning is issued.

[0093] In a preferred embodiment, for each component in the substructure affected by an anomaly, the structural response gradient corresponding to that component is extracted from the structural state vector during the construction phase, including the displacement propagation gradient, strain propagation gradient, and attitude propagation gradient. The force transmission direction of the component is determined based on the structural topology matrix, including the vertical and horizontal force transmission directions. Based on the structural response gradient and force transmission direction, the structural risk level of the component in subsequent construction phases is assessed.

[0094] First, the comprehensive response gradient value of each component is calculated. This comprehensive response gradient is a weighted sum of the displacement propagation gradient, strain propagation gradient, and attitude propagation gradient. The weight of each gradient is determined based on its impact on structural safety. The strain propagation gradient directly reflects the stress state of the component material; abnormal strain may lead to component yielding or failure, having the most direct impact on structural safety, hence its highest weight. The displacement propagation gradient reflects the deformation state of the component; excessive displacement may cause the structural geometry to deviate from design requirements and affect subsequent construction accuracy, having a significant impact on structural safety, hence its second-highest weight. The attitude propagation gradient reflects the tilt and torsion state of the component; although it also affects structural stress, it can usually be adjusted through subsequent corrections, having a relatively small direct impact on structural safety, hence its lowest weight. For example, the strain propagation gradient weight is set to 0.5, the displacement propagation gradient weight to 0.3, and the attitude propagation gradient weight to 0.2. Specific weight values ​​are adjusted according to the structural characteristics of the actual project. Then, the positional influence coefficient is calculated based on the component's position in the force transmission path. Components located at critical positions in the force transmission path have higher positional influence coefficients, while components located at the end of the force transmission path have lower positional influence coefficients. The location influence coefficient is determined as follows: for components located at the lower part of the vertical force transmission path, since they bear the load transmission of all components above, the location influence coefficient is set to 1.2; for components located in the middle of the force transmission path, the location influence coefficient is set to 1.0; and for components located at the upper part or end of the force transmission path, the location influence coefficient is set to 0.8. The risk assessment value of the component is obtained by multiplying the comprehensive response gradient value by the location influence coefficient.

[0095] Subsequently, the structural risk level is determined based on the risk assessment value, which is divided into three levels: A high-risk level is defined as a risk value greater than the high-risk threshold, indicating a significant structural safety risk to the component in subsequent construction phases, requiring immediate action; a medium-risk level is defined as a risk value between the medium and high-risk thresholds, indicating a certain structural safety hazard; and a low-risk level is defined as a risk value less than the medium-risk threshold, requiring only routine monitoring. The high-risk and medium-risk thresholds are set according to the actual safety control standards of the project; for example, the high-risk threshold can be set to 0.7, and the medium-risk threshold to 0.4. The specific thresholds are adjusted based on the structural type and construction safety requirements.

[0096] Subsequently, construction early warning signals are established based on the structural risk level of each component, and early warnings are issued. The construction early warning signal includes three parts: warning level, location of the warning component, and warning content. The warning level corresponds to the structural risk level: high risk corresponds to red, medium risk to yellow, and low risk to blue. The location of the warning component is its spatial coordinates and component number in the 3D structural BIM model. The warning content includes the component's risk assessment value, main risk factors, and recommended measures. The main risk factors are determined based on the gradient component with the largest proportion in the comprehensive response gradient value. If the displacement propagation gradient has the largest proportion, the main risk factor is displacement anomaly; if the strain propagation gradient has the largest proportion, the main risk factor is strain anomaly; and if the attitude propagation gradient has the largest proportion, the main risk factor is attitude anomaly. Early warnings are issued synchronously through the 3D structural BIM model and the construction management system. In the 3D structural BIM model, the warning components are highlighted with the color corresponding to the warning level: red for high risk, yellow for medium risk, and blue for low risk, and a summary of the warning content is marked at the component location. The construction management system generates early warning reports and pushes them to relevant construction management personnel. The early warning reports include the early warning time, early warning level, list of early warning components, and detailed early warning content for each component, so that construction management personnel can understand the structural risk status in a timely manner and take corresponding measures.

[0097] Through the above processing, a quantitative assessment of structural risk based on structural response gradient and force transmission direction was achieved, and a hierarchical early warning mechanism was established. This mechanism can promptly identify components that may pose structural safety risks in subsequent construction stages and notify construction management personnel through visual early warning and report push, providing early warning support for safety control during the construction process.

[0098] Furthermore, the execution of early warning alerts also includes:

[0099] S61. Establish a component-level risk level distribution map based on the construction early warning signal;

[0100] S62. During the implementation of the updated construction strategy, a monitoring strategy is configured based on the component-level risk level distribution map, and dynamic monitoring and verification management is performed.

[0101] In a preferred embodiment, firstly, a component-level risk level distribution map is established based on construction early warning signals. Specifically, using a 3D structural BIM model as the carrier, the structural risk level of each component is presented in a visual manner. For each component in the substructure affected by anomalies, the component model is assigned a corresponding display color according to its early warning level: high-risk components are displayed in red, medium-risk components in yellow, low-risk components in blue, and risk-free components retain their original color. Simultaneously, risk assessment values ​​and icons of major risk factors are marked at the model nodes of each component; displacement anomalies are marked with displacement icons, strain anomalies with strain icons, and attitude anomalies with attitude icons, facilitating construction management personnel to intuitively identify the risk type of each component and form a component-level risk level distribution map. Furthermore, the component-level risk level distribution map supports filtering display by construction stage, allowing users to select and view the risk distribution of the current construction stage or subsequent construction stages. The component-level risk level distribution map also supports filtering display by risk level, allowing users to view the distribution of high-risk components, medium-risk components, or low-risk components separately, enabling construction management personnel to focus on components with different risk levels. The component-level risk level distribution map is overlaid on the 3D structural BIM model as a layer. The risk level display layer can be turned on or off as needed without affecting other functions of the model.

[0102] Then, during the implementation of the updated construction strategy, a monitoring strategy is configured based on the component-level risk level distribution map, and dynamic monitoring verification management is performed. Specifically, differentiated monitoring strategies are formulated according to the risk level of each component in the component-level risk level distribution map. For high-risk components, a high-frequency monitoring strategy is configured: the sampling frequency of the structural state sensing unit at the component location is increased to 2 to 3 times the normal frequency, the data acquisition interval is shortened, and subtle changes in the structural state are captured in a timely manner; a real-time monitoring alarm threshold is set, and an alarm notification is triggered immediately when the displacement, strain, or attitude change of the component exceeds the alarm threshold; a dedicated person is assigned to monitor the status changes of the component, and a manual review is performed at set time intervals. For medium-risk components, a key monitoring strategy is configured: the sampling frequency of the structural state sensing unit at the component location is increased to 1.5 times the normal frequency, and the data acquisition interval is appropriately shortened; a monitoring early warning threshold is set, and an early warning is triggered when the displacement, strain, or attitude change of the component approaches the early warning threshold; the component is included in the key attention list, and the status changes of the component are reported in the daily construction meeting. For low-risk components, a standard monitoring strategy is configured: maintain the original sampling frequency of the structural status sensing unit at the component's location and collect data at the standard frequency; set monitoring thresholds according to standard criteria; include the component in the standard monitoring scope and report status changes weekly. During the implementation of the updated construction strategy, continuously collect status data for each component according to the configured monitoring strategy, compare the collected data with the expected status, and verify the effectiveness of the updated construction strategy. If the status change of a component tends to stabilize and the risk assessment value decreases, it indicates that the updated construction strategy is effective for the component, and the monitoring strategy for that component can be adjusted to a lower level; if the status change of a component continues to be abnormal or the risk assessment value increases, it indicates that the updated construction strategy is not effective for the component, and further adjustments to the construction strategy are needed, and the monitoring strategy for that component should be upgraded to a higher level.

[0103] Through the above processing, a component-level risk level visualization distribution map based on the three-dimensional structural BIM model was established, realizing the intuitive presentation and rapid identification of structural risks. Differentiated monitoring strategies were configured according to the risk level, and dynamic monitoring and verification management were carried out during the implementation of updated construction strategies, forming a closed-loop management mechanism of risk identification, strategy adjustment, and monitoring verification to ensure the safety and controllability of the construction process.

[0104] Furthermore, the implementation of dynamic monitoring and verification management also includes:

[0105] S621. Configure a time-series anomaly signal at each time-series node based on the dynamic monitoring verification results, and update the time-series anomaly signal to the component-level risk level distribution map.

[0106] S622. Perform real-time early warning cumulative analysis based on the updated component-level risk level distribution map to generate a real-time early warning strategy.

[0107] In a preferred embodiment, firstly, a time-series anomaly signal is configured at each time-series node based on the dynamic monitoring verification results, and the time-series anomaly signal is updated to the component-level risk level distribution map. Specifically, a time-series node is a monitoring time point divided according to a set time interval. The time interval is determined based on the operational characteristics and risk level of the construction stage. The time interval is set shorter for high-risk construction stages, for example, every 15 minutes as a time-series node, and longer for regular construction stages, for example, every hour as a time-series node. At each time-series node, the component status data collected at that time-series node is compared with the status data of the previous time-series node to calculate the status change of each component. The status change includes displacement change, strain change, and attitude change, which are the absolute values ​​of the differences between the measured values ​​of the current time-series node and the measured values ​​of the previous time-series node, respectively. The status change of each component is compared with a set time-series anomaly threshold. The time-series anomaly threshold is set according to the current risk level of the component. The time-series anomaly threshold is set lower for high-risk components to improve monitoring sensitivity, and higher for low-risk components to avoid frequent alarms. When the state change of a component exceeds the corresponding time-series anomaly threshold, a time-series anomaly signal is configured for that component. The time-series anomaly signal consists of four parts: the anomaly occurrence time node, the anomalous component number, the anomaly type, and the anomaly severity. The anomaly occurrence time node is the point in time when the anomaly was detected; the anomalous component number is the unique identifier of the component experiencing the anomaly in the 3D structural BIM model; the anomaly type is determined based on the component of the state change that exceeds the threshold: displacement changes exceeding the threshold result in a displacement time-series anomaly, strain changes result in a strain time-series anomaly, attitude changes result in an attitude time-series anomaly, and if multiple components exceed the threshold simultaneously, the anomaly type is a composite time-series anomaly; the anomaly severity is determined based on the ratio of the state change to the time-series anomaly threshold: a ratio between 1 and 1.5 indicates a mild anomaly, a ratio between 1.5 and 2 indicates a moderate anomaly, and a ratio greater than 2 indicates a severe anomaly. Subsequently, the time-series anomaly signal is updated to the component-level risk level distribution map. Specifically, a time-series anomaly marker is overlaid at the location of the component model where an anomaly occurs. This marker uses a flashing icon to distinguish it from the static risk level display; slow flashing indicates minor anomalies, medium flashing indicates moderate anomalies, and fast flashing indicates severe anomalies. Simultaneously, the component's time-series anomaly history is recorded in the component information panel, including the occurrence time, anomaly type, and severity of each anomaly, forming an updated component-level risk level distribution map. This updated map includes both the static risk level display for each component and the real-time updated time-series anomaly markers, comprehensively reflecting the current risk status and dynamic changes of each component.

[0108] Then, based on the updated component-level risk level distribution map, real-time early warning cumulative analysis is performed to generate a real-time early warning strategy. Specifically, the real-time early warning cumulative analysis statistically analyzes the cumulative time-series anomalies of each component within a set time window. The time window is set according to the characteristics of the construction stage, for example, it can be set to the most recent 2 hours or the most recent 4 hours. For each component within the time window, the number of time-series anomalies, the degree of each anomaly, and the distribution of anomaly types are statistically analyzed. Then, the cumulative early warning index of each component is calculated based on the cumulative time-series anomalies. The cumulative early warning index is calculated as follows: a corresponding anomaly score is assigned according to the degree of each time-series anomaly, with 1 point for minor anomalies, 2 points for moderate anomalies, and 3 points for severe anomalies. The anomaly scores of each time-series anomaly within the time window are accumulated to obtain the cumulative early warning index of the component. For example, if a component experiences 3 time-series anomalies within the time window, namely 1 minor anomaly, 1 moderate anomaly, and 1 severe anomaly, then the cumulative early warning index is 1+2+3=6 points. The cumulative early warning index reflects the degree of anomaly accumulation for a component within a time window. A higher index indicates a more severe or frequent anomaly. Subsequently, a real-time early warning strategy is generated based on the cumulative early warning index. When the cumulative early warning index of a component exceeds the Level 1 early warning threshold (e.g., a cumulative early warning index greater than 6 points), a Level 1 real-time early warning strategy is generated, requiring the immediate suspension of construction work related to the component, the deployment of additional monitoring personnel for on-site verification, and the initiation of the emergency response process. When the cumulative early warning index of a component exceeds the Level 2 early warning threshold but does not exceed the Level 1 early warning threshold (e.g., a cumulative early warning index between 3 and 6 points), a Level 2 real-time early warning strategy is generated, requiring increased monitoring frequency for the component, the arrangement of technical personnel for status assessment, and the preparation of emergency plans. When the cumulative early warning index of a component exceeds the Level 3 early warning threshold but does not exceed the Level 2 early warning threshold (e.g., a cumulative early warning index between 1 and 3 points), a Level 3 real-time early warning strategy is generated, requiring close monitoring of changes in the component's status, focused monitoring at the next time point, and recording of anomalies for future reference. Subsequently, the real-time early warning strategy is simultaneously pushed to the construction management system and on-site management personnel terminals. The pushed content includes the early warning level, the list of early warning components, the cumulative early warning index and time sequence anomaly history for each component, and the suggested response measures. At the same time, the real-time early warning strategy is fed back to update the construction strategy, dynamically adjusting the component installation sequence, temporary support layout, and welding operation sequence in the construction progress planning data according to the early warning situation, forming a real-time dynamic optimization mechanism for the construction strategy.

[0109] Through the above processing, a dynamic monitoring and anomaly detection mechanism based on time-series nodes was established, which can promptly capture abnormal state changes of each component during construction. By accumulating and analyzing time-series anomaly signals, a real-time early warning strategy is formed, realizing continuous monitoring and early warning response of the construction process, and ensuring that construction safety risks can be identified and effectively controlled in a timely manner.

[0110] Furthermore, the construction schedule planning data is bound to the structural nodes of the 3D structural BIM model to execute real-time updates of the construction and installation sequence and construction status.

[0111] In a preferred embodiment, the construction schedule planning data includes the planned installation time, installation sequence number, construction stage identifier, temporary support configuration information, and work sequence arrangement for each steel component. The construction schedule planning data is then bound to the structural nodes of the corresponding components in the 3D structural BIM model, establishing a mapping relationship between the construction schedule planning data and the model nodes. The binding method involves setting construction schedule attribute fields in each component node of the 3D structural BIM model. These fields include a planned installation time field, an installation sequence number field, a construction stage identifier field, a temporary support association field, and a work sequence field. The data values ​​corresponding to each component in the construction schedule planning data are written into the corresponding attribute fields, thus achieving the binding between the data and the model nodes.

[0112] By binding construction schedule planning data with model nodes, real-time updates to the construction installation sequence and construction status can be performed. Regarding the construction installation sequence, when the updated construction strategy adjusts the component installation sequence, the installation sequence number field value of the corresponding component node is directly modified, and the installation sequence annotation in the 3D structural BIM model is automatically updated accordingly, without needing to rebuild the model. Regarding the construction status, when the installation of a component is completed, the construction stage identifier field of that component node is updated to the completed status, and the actual installation completion time is recorded. When temporary supports for a component are set up or removed, the temporary support association field of that component node is updated to reflect the current constraint status change. When welding work on a component is completed, the work procedure field of that component node is updated to mark the welding procedure as completed.

[0113] The real-time updates of construction and installation sequence and construction status support a two-way synchronization mechanism. Forward synchronization involves updating the actual construction status to the corresponding nodes of the 3D structural BIM model after the completion of on-site work, via the construction management system. Reverse synchronization involves pushing the adjusted construction schedule data to the on-site management terminal after updating the construction strategy and adjusting the construction plan, guiding on-site work execution. This two-way synchronization mechanism ensures that the construction progress information in the 3D structural BIM model remains consistent with the actual on-site construction status, providing an accurate progress benchmark for the dynamic updating of the structural status model and continuous monitoring of the structural status during the construction phase.

[0114] Through the above processing, the deep integration of construction schedule planning data and 3D structural BIM model is achieved. The construction and installation sequence and construction status can be updated in real time as construction progresses and strategies are adjusted. This enables the 3D structural BIM model to not only express the static design information of the structure, but also to dynamically reflect the actual progress of the construction process, providing dynamic data support for the whole-process management and control of steel structure construction based on BIM.

[0115] It should be noted that the descriptions of each embodiment in the above embodiments have different focuses. For parts that are not described in detail in a certain embodiment, please refer to the relevant descriptions in other embodiments.

[0116] Those skilled in the art will understand that embodiments of the present invention can be provided as methods, systems, or computer program products. Therefore, the present invention can take the form of a completely hardware embodiment, a completely software embodiment, or an embodiment combining software and hardware aspects. Furthermore, the present invention can take the form of a computer program product embodied on one or more computer-usable storage media (including, but not limited to, disk storage, CD-ROM, optical storage, etc.) containing computer-usable program code.

[0117] This invention is described with reference to flowchart illustrations and / or block diagrams of methods, apparatus (systems), and computer program products according to embodiments of the invention. It will be understood that each block of the flowchart illustrations and / or block diagrams, and combinations of blocks in the flowchart illustrations and / or block diagrams, can be implemented by computer program instructions. These computer program instructions can be provided to a processor of a general-purpose computer, special-purpose computer, embedded computer, or other programmable data processing apparatus to produce a machine, such that the instructions, which execute via the processor of the computer or other programmable data processing apparatus, generate instructions for implementing the flowchart illustrations. Figure 1 One or more processes and / or boxes Figure 1 A device that provides the functions specified in one or more boxes.

[0118] These computer program instructions may also be stored in a computer-readable storage medium that can direct a computer or other programmable data processing device to function in a particular manner, such that the instructions stored in the computer-readable storage medium produce an article of manufacture including instruction means, which are implemented in a process Figure 1 One or more processes and / or boxes Figure 1 The function specified in one or more boxes.

[0119] These computer program instructions may also be loaded onto a computer or other programmable data processing equipment to cause a series of operational steps to be performed on the computer or other programmable equipment to produce a computer-implemented process, thereby providing instructions that execute on the computer or other programmable equipment for implementing the process. Figure 1One or more processes and / or boxes Figure 1 The steps of the function specified in one or more boxes.

[0120] Although preferred embodiments of the invention have been described, those skilled in the art, once they have learned the basic inventive concept, can make other changes and modifications to these embodiments.

[0121] Obviously, those skilled in the art can make various modifications and variations to this invention without departing from its spirit and scope. Therefore, if these modifications and variations fall within the scope of this invention and its equivalents, this invention also intends to include these modifications and variations.

Claims

1. A BIM-based construction method for reinforced steel structures, characterized in that, The method includes: Obtain structural design data and construction schedule planning data for the construction project. Based on the structural design data, construct a three-dimensional structural BIM model containing stiffened steel columns, stiffened steel beams, and connection nodes. Based on the construction schedule planning data, mark the construction and installation sequence and corresponding construction stage of each stiffened steel component in the three-dimensional structural BIM model. Based on the BIM model and construction phase, a structural state model of the steel structure during the construction phase is established, and structural state sensing units are deployed at the key component locations of the steel structure to synchronize the real-time collected displacement data, strain data, and attitude change data to the component nodes of the three-dimensional structural BIM model. The structural state model of the construction stage is used to perform structural feature extraction processing on the mapped acquisition results to construct a structural state vector of the construction stage, including: The structural state vector during the construction phase includes deformation gradient characteristics, nodal force transmission characteristics, and structural constraint response characteristics. The structural connection relationship and force transmission path between various steel components in the current construction stage are determined using the structural state model of the construction stage, and the corresponding structural topology matrix is ​​constructed. Based on the structural topology matrix, neighborhood correlation calculations are performed on the displacement data, strain data, and attitude change data mapped to each component node to obtain the structural response change sequence of each component in the direction of force transmission path. Gradient change analysis is performed on the structural response change sequence to extract deformation gradient features that characterize the deformation transmission trend of the component; Among them, the deformation gradient features that characterize the deformation transmission trend of the component are extracted, including: Multiple adjacent component nodes are selected along the force transmission path determined by the structural state model of the construction stage to construct the corresponding structural response propagation sequence; The displacement variation difference, strain variation difference, and attitude variation difference between adjacent nodes are calculated based on the structural response propagation sequence. The propagation gradient of the structural response in the force transmission path direction is determined based on the calculation results. The propagation gradient is accumulated along the path direction to obtain the propagation attenuation characteristics of the structural response between different component nodes; Deformation gradient features are constructed based on the propagation gradient and propagation attenuation features; The differences in the force response of the component nodes in different constraint directions are calculated based on the structural connection relationship and temporary support constraints, so as to extract the force transmission characteristics of the nodes and the structural constraint response characteristics. The deformation gradient features, nodal force transmission features, and structural constraint response features are combined to generate a structural state vector for the construction stage. Based on the correlation analysis between the structural state vector of the construction stage and the design state characteristics of the corresponding construction stage in the structural state model of the construction stage, structural state consistency indicators are identified. The structural state consistency index is used to locate anomalies, and based on the anomaly location results, the construction strategy adjustment analysis under the force transmission relationship and structural constraint relationship is carried out to establish an updated construction strategy.

2. The BIM-based construction method for reinforced steel structures as described in claim 1, characterized in that, Identify structural state consistency indicators, including: Based on the structural state model of the construction stage, the force transmission path and structural connection nodes between components in the current construction stage are determined, and a structural response relationship unit containing multiple adjacent component nodes is constructed along the force transmission path. Based on the structural state vector of the construction stage, extract the response coupling relationship between adjacent component nodes in each structural response relationship unit, and construct the structural response relationship matrix of the current construction stage; Extract the target structural response relationship matrix corresponding to the design state of the construction stage from the structural state model of the construction stage; Perform relationship preservation matching analysis on the structural response relationship matrix and the target structural response relationship matrix to identify the degree of change in the component response coupling relationship and calculate the structural relationship stability. The structural state consistency index is determined based on the stability of the structural relationship.

3. The BIM-based construction method for reinforced steel structures as described in claim 2, characterized in that, Establish and update construction strategies, including: Based on the structural state consistency index, abnormal nodes of structural state are determined, and structural response propagation analysis is performed along the force transmission path in the structural state model of the construction stage, starting from the abnormal nodes of structural state, to construct a set of influencing components. Based on the structural connection relationships and temporary support constraint relationships of the aforementioned influencing component set in the structural state model during the construction phase, an abnormal influence substructure is constructed. Analyze the force transmission direction and structural constraints of each component in the substructure affected by the anomaly to establish the scope of influence on construction stability; The influence range of construction stability is used to constrain and reconstruct the component installation sequence, temporary support layout, and welding operation sequence in the construction schedule planning data in order to establish an updated construction strategy.

4. The BIM-based construction method for reinforced steel structures as described in claim 3, characterized in that, Also includes: Based on the structural response gradient and force transmission direction of the components in the abnormally affected substructure, the structural risk level of the components in the subsequent construction stage is calculated, and a construction early warning signal is established based on the structural risk level, and the early warning is issued.

5. The BIM-based construction method for reinforced steel structures as described in claim 4, characterized in that, Executing early warnings also includes: A component-level risk level distribution map is established based on the construction early warning signals; During the implementation of the updated construction strategy, a monitoring strategy is configured based on the component-level risk level distribution map, and dynamic monitoring and verification management is performed.

6. The BIM-based construction method for reinforced steel structures as described in claim 5, characterized in that, The implementation of dynamic monitoring and verification management also includes: At each time-series node, a time-series anomaly signal is configured based on the dynamic monitoring and verification results, and the time-series anomaly signal is updated to the component-level risk level distribution map; Based on the updated component-level risk level distribution map, perform real-time early warning cumulative analysis to generate real-time early warning strategies.

7. The BIM-based construction method for reinforced steel structures as described in claim 1, characterized in that, Construction schedule planning data is bound to structural nodes of the 3D structural BIM model to enable real-time updates of construction and installation sequence and construction status.

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