A digital simulation system for bridge continuous beam steel tendon tensioning construction process

Abstract

The application relates to the technical field of construction simulation, in particular to a bridge continuous beam steel beam tensioning construction process digital simulation system, which comprises a sequence identification module, a state extraction module, a tensioning response module, a dynamic adjustment module and a simulation output module. In the application, chain topological structures are constructed by numbering and sequencing various tensioning links, the logical correlation of the construction sequence between bridge nodes is realized, state parameter input is formed by combining the displacement and tensioning data at the end of the last node structure, the continuity and state transmission capability of the tensioning simulation are ensured, the structural response sequence in the tensioning process is collected and the whole-process response data set is constructed, the offset correction parameter is introduced through the response difference value between the nodes, the dynamic adjustment of the subsequent tensioning input is realized, the overall simulation result is formed by fusing the node state, response and correction data in the output stage, and the problems of structural response distortion, process fragmentation and input lag are effectively overcome.

Description

Technical Field

[0001] This invention relates to the field of construction simulation technology, and in particular to a digital simulation system for the construction process of tensioning steel strands in continuous bridge beams. Background Technology

[0002] The field of construction simulation technology involves using computer technology to model and simulate the entire process of engineering construction, enabling visualization and dynamic simulation of elements such as construction steps, resources, progress, and environmental impact. It encompasses 3D modeling of construction scenarios, construction sequence simulation, mechanical operation simulation, dynamic adjustment of construction parameters, and optimization of the construction process, and is widely used in civil engineering construction such as bridges, tunnels, and high-rise buildings. Among these, the digital simulation system for the prestressed steel strand tensioning construction process of continuous beams in bridge structures refers to a system that uses computer programs to simulate key operations such as construction sequence, steel strand arrangement, tensioning force application, anchoring operations, tensioning sequence switching, tensioning length control, and tension feedback for the prestressed steel strand tensioning construction of continuous beams in bridge structures. It typically presents structural components and their connections in two-dimensional or simplified three-dimensional models, establishes the construction process using static parameter input, and guides the tensioning process simulation with finite element calculation results or empirical curve data. Changes in the construction scenario are often expressed statically graphically, lacking the ability to simulate dynamic responses to the construction environment and provide real-time data interaction.

[0003] Current bridge tensioning construction simulations generally use static parameter input methods, lacking a dynamic response mechanism based on state changes during construction. This results in an inability to reflect the evolution of the structural state during the tensioning process in real time. The construction scene is only represented by static graphics, which is insufficient to reflect the actual changes in structural stress and deformation during tensioning. Furthermore, the simulation does not effectively correct for differences in structural response between nodes, causing subsequent tensioning simulation results to deviate from the actual structural state. In addition, the lack of orderly identification of construction sequence between nodes and linkage of state input results in poor overall simulation continuity, making it difficult to meet the requirements of data correlation and dynamic feedback in the steel strand tensioning process of continuous beam construction. Summary of the Invention

[0004] The purpose of this invention is to overcome the shortcomings of existing technologies and propose a digital simulation system for the tensioning construction process of steel strands in continuous bridge beams.

[0005] To achieve the above objectives, the present invention adopts the following technical solution: a digital simulation system for the tensioning construction process of steel strands in a continuous bridge beam includes:

[0006] The sequence recognition module reads the beam segment number and tensioning process code, performs a sequential sorting operation on the number of each tensioning step, identifies and forms a chain-like topology diagram, and establishes a tensioning sequence index structure.

[0007] The state extraction module collects the periodic data of the displacement measuring point at the end of the beam segment of the previous node and the tension data of the tensioned steel strand according to the tensioning sequence index structure, calculates the boundary displacement input parameters and the initial tensioning force input parameters, and generates a set of node input state parameters.

[0008] The tension response module collects the tension change sequence and displacement change sequence during the tensioning process based on the node input state parameter set, calculates the steel strand stress response curve and the strain development section of the beam segment, and segments and organizes them according to the tensioning control time period to establish a structural response dataset for the entire tensioning process.

[0009] The dynamic adjustment module calculates the structural response difference sequence between the current node and the previous node based on the structural response dataset of the entire tensioning process, performs adjustment and replacement operations on the initial tensioning force and boundary displacement input of the current node, and constructs a list of structural offset correction parameters.

[0010] The simulation output module combines the node status input, structural response, and error correction data in the current continuous beam tensioning process with the structural offset correction parameter list to establish digital simulation output data for the construction process.

[0011] As a further aspect of the present invention, in the chain topology diagram, a one-to-one mapping relationship is defined between the beam segment number, the steel strand number, and the tensioning stage number corresponding to each tensioning node.

[0012] As a further embodiment of the present invention, the chain-like topology diagram includes node topology order, node number mapping relationship, tensioning stage grouping structure, tensioning link path connection relationship, and node unique identifier index. The node input state parameter set includes displacement boundary input value, tensioning initial force input value, time step identifier, and loading initial state label. The tensioning full-process structural response dataset includes tension change curve, displacement development curve, stress response spectrum, strain zoning results, and tensioning stage time annotation information. The structural offset correction parameter list includes corrected tensioning initial force, boundary displacement adjustment value, structural response deviation node number, and correction point time index. The construction process digital simulation output data includes node state input parameters, structural response record, error correction result, full-process time series, and bridge structure spatial evolution state spectrum.

[0013] As a further aspect of the present invention, the sequence recognition module includes:

[0014] The data mapping and extraction submodule reads the beam segment number information and tensioning process code information from the construction scheduling plan, extracts the tensioning link code data corresponding to each beam segment, and combines the steel strand number and tensioning stage number to which each tensioning link belongs to construct a one-to-one correspondence between the beam segment number, steel strand number and tensioning stage number, and generates a tensioning mapping information table.

[0015] The tensioning sequence generation submodule performs an ordered arrangement operation according to the tensioning link codes in the tensioning mapping information table and the construction scheduling time arrangement. It recombines the sorted tensioning link numbers with the corresponding beam segment numbers, steel strand numbers and tensioning stage numbers to generate a tensioning node sorting structure set.

[0016] The sequence index construction submodule extracts the corresponding beam segment number, steel strand number and tensioning stage number according to the sequential arrangement relationship of each node in the tensioning node sorting structure set, constructs a chain connection relationship diagram including all tensioning nodes, establishes a sequence index system between nodes, and generates a tensioning sequence index structure.

[0017] As a further aspect of the present invention, the state extraction module includes:

[0018] The measuring point data acquisition submodule locates the beam segment number and steel strand number of the previous node based on the previous node information corresponding to the current tensioning node in the tensioning sequence index structure, matches the displacement measuring point number and the corresponding steel strand tension monitoring point number arranged at the end of the beam segment, collects continuous sampling data of the measuring point within a set time period, and generates a tensioning node monitoring dataset.

[0019] The state parameter calculation submodule calculates the weighted average value based on the displacement measurement point time series data centrally recorded in the tension node monitoring dataset, according to the weight coefficient of each measurement point layout position, and extracts the data of the last continuous time point from the tension time series. It then combines the set stability judgment benchmark value to judge the fluctuation amplitude, filters the end steady-state tension point value, and generates the weighted displacement value and steady-state tension value.

[0020] The input state generation submodule reads the weighted average displacement value and steady-state tension point value based on the weighted displacement value and steady-state tension value, and assigns them as the boundary displacement input parameter and initial tension force input parameter of the current tensioning node, respectively. The parameters are then written into the corresponding state input dictionary according to the node number to generate the node input state parameter set.

[0021] As a further aspect of the present invention, the tension response module includes:

[0022] The structural parameter extraction submodule extracts the beam segment number corresponding to the current tensioning node based on the initial tensioning force input and boundary displacement input parameters in the node input state parameter set, retrieves the structural information table of the beam segment, calls the engineering configuration parameters such as cross-sectional modulus, beam segment length, steel strand layout diagram and tensioning equipment identification number, and combines them into a structural feature vector to generate a beam segment structural parameter set.

[0023] The response calculation submodule collects tension change sequence and displacement change sequence data during the tensioning process based on the beam segment structural parameter set and the node input state parameter set. It performs synchronous pairing of node tension and displacement at each time point, calculates the steel strand stress and beam segment strain values ​​at each time point, divides the interval according to the tensioning time period, calculates the steel strand stress response and beam segment strain error, performs error aggregation for the tensioning time interval, and obtains the structural response statistics.

[0024] The dataset construction submodule divides the steel strand stress response curve and the beam segment strain development section into time axes according to the tensioning control time period based on the structural response statistics, binds the tensioning node number, organizes the response data of each section, and establishes a structural response dataset for the entire tensioning process.

[0025] As a further aspect of the present invention, the calculation formulas for the stress response of the steel strands and the strain error of the beam segment are as follows:

[0026] ;

[0027] in, Indicates beam segment The stress response of the steel strands and the strain error of the beam segment within a specified time period. Indicates the first Liang Duan Di The tension value at a given moment. Indicates the length of the beam segment. The elastic modulus of the beam segment material. Let the cross-sectional area of ​​the steel strand be . This represents the displacement value of the displacement measuring point at the corresponding time. This indicates the number of sampling points within the time interval.

[0028] As a further aspect of the present invention, the dynamic adjustment module includes:

[0029] The response difference calculation submodule is based on the displacement sequence of the beam segment at the end of the current node and the displacement sequence at the end of the previous node in the structural response dataset of the entire tensioning process. It pairs the sampling time points of the displacement values ​​under the same monitoring point number of the two nodes, constructs the difference sequence of the displacement values ​​at the same time, performs the difference operation to obtain the displacement change sequence, and encapsulates it in a structured manner according to the sampling time sequence to generate the response difference sequence between nodes.

[0030] The over-limit point identification submodule performs interval filtering operations on the tension and displacement difference items in the sequence according to the response difference sequence between the nodes and the set tension deviation limit and displacement offset threshold. It then performs amplitude judgment on the filtered sequence. If the difference amplitude exceeds the standard set range, the corresponding point is marked as an over-limit point, and a response difference over-limit identifier set is generated.

[0031] The input parameter correction submodule locates the initial tension force and boundary displacement parameter items in the current node's input state parameter set based on the over-limit point information recorded in the response difference over-limit identifier set. It performs a replacement operation to correct the input values. The replacement content consists of the previous node's parameter and the difference reverse adjustment value. After the correction operation is completed, all the adjusted parameter items are organized into a structured list format to establish a structural offset correction parameter list.

[0032] As a further aspect of the present invention, the simulation output module includes:

[0033] The parameter mapping integration submodule reads the original and corrected values ​​in each record according to the node number order based on the tension initial force adjustment item and boundary displacement input adjustment item recorded in the structural offset correction parameter list. It then maps the corrected values ​​of each node to the positions of the tension input parameter field and the boundary input field, performs field replacement and node mapping reconstruction operations, and generates a node state input correction matrix.

[0034] The multi-source data fusion submodule, based on the node state input correction matrix, combines the stress response index and strain section sequence data in the tensioning process structural response dataset, performs structural splicing of the three data items according to the node number, and generates a structured data block for each node according to the node index and time axis coincidence rule, thus obtaining the tensioning node structural fusion data group.

[0035] The simulation output generation submodule reorganizes the data into a construction stage simulation chain of a continuous beam structure according to the time dimension and node sequence based on the fused data group of the tension node structure. It then performs data format conversion and simulation model adaptation to structural reconstruction to obtain digital simulation output data of the construction process.

[0036] Compared with the prior art, the advantages and positive effects of the present invention are as follows:

[0037] In this invention, a chain-like topology is constructed by numbering and sorting each tensioning stage to achieve a logical connection between the construction sequence of bridge nodes. The displacement of the end of the previous node structure and the tensioning data are combined to form state parameter inputs, ensuring the continuity and state transfer capability of the tensioning simulation. The structural response sequence during the tensioning process is collected and a full-process response dataset is constructed. Offset correction parameters are introduced through the response difference between nodes to achieve dynamic adjustment of subsequent tensioning inputs. In the output stage, the state, response and correction data of each node are integrated to form a comprehensive simulation result, enabling the construction simulation to have the ability to provide real-time feedback of structural state, dynamic adjustment of input and closed-loop control of error, effectively overcoming problems such as structural response distortion, process fragmentation and input lag. Attached Figure Description

[0038] Figure 1 This is a system flowchart of the present invention;

[0039] Figure 2 This is a flowchart of the sequence recognition module of the present invention;

[0040] Figure 3 This is a flowchart of the state extraction module of the present invention;

[0041] Figure 4 This is a flowchart of the tension response module of the present invention;

[0042] Figure 5 This is a flowchart of the dynamic adjustment module of the present invention;

[0043] Figure 6 This is a flowchart of the simulation output module of the present invention. Detailed Implementation

[0044] To make the objectives, technical solutions, and advantages of this invention clearer, the invention will be further described in detail below with reference to the accompanying drawings and embodiments. It should be understood that the specific embodiments described herein are merely illustrative and not intended to limit the invention.

[0045] In the description of this invention, it should be understood that the terms "length," "width," "upper," "lower," "front," "rear," "left," "right," "vertical," "horizontal," "top," "bottom," "inner," and "outer," etc., indicating orientation or positional relationships, are based on the orientation or positional relationships shown in the accompanying drawings and are only for the convenience of describing the invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation, and therefore should not be construed as a limitation of the invention. Furthermore, in the description of this invention, "a plurality of" means two or more, unless otherwise explicitly specified.

[0046] Please see Figure 1A digital simulation system for the tensioning construction process of steel strands in a continuous bridge beam includes:

[0047] The sequence recognition module reads the beam segment number information and tensioning process code information from the construction scheduling plan of the bridge continuous beam structure, establishes a mapping relationship between the beam segment construction sequence and the tensioning stage, performs a sequence sorting operation on each tensioning stage number, and identifies and forms a chain topology diagram containing all tensioning nodes. In the chain topology diagram, a one-to-one mapping relationship is defined between the beam segment number, steel strand number and the tensioning stage number corresponding to each tensioning node, and a tensioning sequence index structure is established.

[0048] The state extraction module collects the periodic data of the displacement measurement points at the end of the beam segment of the previous node and the tension data of the tensioned steel strands based on the information of the previous node corresponding to the current tensioning node in the tensioning sequence index structure. It calculates the weighted average value of the displacement measurement points and the end steady-state value of the tension time series. The weighted average value of the displacement measurement points is used as the boundary displacement input parameter, and the end steady-state value is used as the initial tensioning force input parameter to generate a set of node input state parameters.

[0049] The tension response module, based on the initial tension force input and boundary displacement input parameters in the node input state parameter set, statistically analyzes the cross-sectional modulus value, length parameters, steel strand arrangement diagram and the identification number of the tensioning equipment corresponding to the current node beam segment, collects the tension change sequence and displacement change sequence during the tensioning process, calculates the steel strand stress response curve and the strain development section of the beam segment, and organizes the data into segments according to the tensioning control time period to establish a structural response dataset for the entire tensioning process.

[0050] The dynamic adjustment module calculates the structural response difference sequence between the current node and the previous node based on the displacement data of the end beam segment of the current node in the structural response dataset of the entire tensioning process and the end displacement data recorded by the previous node. According to the tension deviation limit and displacement offset threshold set by the bridge structural design standard, the module performs interval filtering and fluctuation amplitude judgment on the structural response difference sequence, marks the points exceeding the limit, and performs adjustment and replacement operations on the initial tension force and boundary displacement input of the current node to construct a list of structural offset correction parameters.

[0051] The simulation output module combines the state input, structural response, and error correction data of each node in the current continuous beam tensioning process with all the initial tensioning force adjustment records and boundary displacement input adjustment records in the structural offset correction parameter list to establish digital simulation output data of the construction process.

[0052] The chain-like topology diagram includes the node topology order, node number mapping relationship, tensioning stage grouping structure, tensioning link path connection relationship, and node unique identifier index. The node input state parameter set includes displacement boundary input value, tensioning initial force input value, time step identifier, and loading initial state label. The tensioning full-process structural response dataset includes tension change curve, displacement development curve, stress response spectrum, strain zoning results, and tensioning stage time annotation information. The structural offset correction parameter list includes corrected tensioning initial force, boundary displacement adjustment value, structural response deviation node number, and correction point time index. The construction process digital simulation output data includes the state input parameters of each node, structural response record, error correction result, full-process time series, and bridge structure spatial evolution state spectrum.

[0053] Please see Figure 2 The sequence recognition module includes:

[0054] The data mapping and extraction submodule reads the beam segment number information and tensioning process code information from the construction scheduling plan, extracts the tensioning link code data corresponding to each beam segment, and combines the steel strand number and tensioning stage number to which each tensioning link belongs to construct a one-to-one correspondence between the beam segment number, steel strand number and tensioning stage number, and generates a tensioning mapping information table.

[0055] Based on the beam segment numbering and tensioning process coding information read from the construction scheduling plan, the scheduling plan data table is first deconstructed to extract the fields "beam segment number" and "process coding". The corresponding relationships are then extracted to an intermediate data table using structured querying. For example, sample data with beam segment numbers L01 to L10 and process coding T01 to T10 are extracted from the scheduling plan to establish an initial pairing table. Subsequently, according to the tensioning stage division requirements of the process coding and combined with the structural design parameter configuration, tensioning stage numbers, such as stage 1 to stage 3, are extracted from the design specifications, thus forming a mapping between process numbers and stage numbers. For example, T01 and T02 map to stage 1, T03, T04, and T05 map to stage 2, and T06 to T10 map to stage 3. Furthermore, for each process, the corresponding steel strand number is determined by consulting the steel strand arrangement table or tensioning process table. For example, T03 corresponds to steel strand number S05, and T08 corresponds to S09, forming a pairing between process coding and steel strand number. Based on the relationship, the beam segment number, steel strand number, and tensioning stage number are ultimately merged to establish a complete mapping structure. Taking beam segment L03 as an example, its tensioning process is T03, the corresponding steel strand is S05, and the tensioning stage is 2. A combined key value (L03, S05, 2) is established through the merging mapping operation. In the actual system, considering the number of different construction processes and the complexity of scheduling, the data storage adopts a triplet matrix format. Each row records a unique combination of beam segment number, steel strand number, and stage number, which serves as the basic data structure for subsequent sorting and topology construction. This process does not involve complex calculation operations, but it requires judgment, filtering, and table lookup of the mapping logic between the numbers. The source and standard of the parameters involved, such as the steel strand number correspondence, are based on the configuration data in Appendix 2 of the "Bridge Tensioning Construction Design Instructions," where the number range is from S01 to S20. The tensioning stage number is based on the construction stage division, usually set to 1 to 3 stages, corresponding to the tensioning sequence control strategy, as shown in the table below:

[0056] Table 1. Configuration Relationships for Tensioning Stages:

[0057] ;

[0058] As shown in Table 1, the mapping structure standardizes the structural relationship of tension information, which facilitates subsequent module calls and operations. This result generates a tension mapping information table.

[0059] The tensioning sequence generation submodule performs an ordered arrangement operation according to the tensioning link codes in the tensioning mapping information table and the construction scheduling time arrangement. It then recombines the sorted tensioning link numbers with the corresponding beam segment numbers, steel strand numbers, and tensioning stage numbers to generate a tensioning node sorting structure set.

[0060] The tensioning process code is read from the tensioning mapping information table. First, all records are read from the mapping table, and the tensioning process number is extracted and sorted using the time sequence field as the primary order field. For example, in the original data, T01, T03, T05, and T07 correspond to scheduled times of Day 1, Day 3, Day 2, and Day 4, respectively. The process numbers are sorted in ascending order by comparing the time field values ​​to obtain the sequence T01, T05, T03, and T07. This sorting logic iterates through the scheduled time field corresponding to each tensioning process, using a comparator to sequentially compare the current item with the previous item's time field value. If a previous item has a later time, a swap operation is performed, ultimately forming an ascending time sequence. This process uses bubble sort when the data volume is less than 200 records. After sorting, the new numbering order is... The numbering index is rebuilt to form a time-sequential numbering system. Then, the corresponding beam segment number, steel strand number, and tensioning stage number are recombined with the sorted process number. For example, after sorting, the first item T01 corresponds to L01, S01, stage 1, and the second item T05 corresponds to L04, S04, stage 2. This constructs a structured list. Simultaneously, it checks for reversed tensioning stage numbers. If stage numbers overlap, they need to be sorted again and a stage index formed. Finally, a structured data list directly reflecting the execution order of tensioning nodes is created. No complex mathematical operations are involved in this process; the sorting operation is implemented using logical judgment. The key judgment condition is the comparison of the scheduling time field. The sorting stability is verified by a single traversal to determine if the time field is strictly increasing. If two adjacent time fields satisfy this condition... If the condition is not met, the sorting continues until the sorting results are used to construct the tensioning path. The final output is a set of tensioning node sorting structures.

[0061] The sequence index construction submodule extracts the corresponding beam segment number, steel strand number and tensioning stage number according to the sequential arrangement relationship of each node in the tensioning node sorting structure set, constructs a chain connection relationship diagram including all tensioning nodes, establishes a sequence index system between nodes, and generates a tensioning sequence index structure.

[0062] Based on the node order in the tensioning node sorting structure set, the beam segment number, steel strand number, and tensioning stage number of each node are first read according to the sorted sequence number. For example, node 1 is L01, S01, stage 1; node 2 is L04, S04, stage 2, and so on. The node number is used as the vertex identifier of the graph structure, and subsequent nodes are used as the pointer nodes of the current node. Before building the graph structure, the directed graph structure is initialized, and the total number of nodes is equal to the number of tensioning nodes. Each node structure contains triplet information. Next, a one-way edge is constructed for each pair of adjacent nodes. If node i is the previous node and node i+1 is the next node, then an edge is established. Connect vertices The edge represents the sequential transmission relationship of the tensioning operation process. At the same time, an index table is constructed in the graph structure, and the mapping relationship between each node number and the tensioning node triplet is written into the index array. For example, index [1] = (L01, S01, 1) and index [2] = (L04, S04, 2). During the execution process, it is necessary to determine whether the node number is continuously increasing. If there is a skip number, an empty node is added as a placeholder. The connection operation of all nodes is completed by traversing and sorting the structure set, and the adjacency relationship is recorded in the structure. Finally, the structure graph has the characteristics of a chain directed graph. The starting node has no predecessor and the ending node has no successor. This chain structure reflects the process execution path of the tensioning node and is accompanied by a one-to-one mapping index between the node number and the tensioning parameters, which is the tensioning sequence index structure.

[0063] Please see Figure 3 The status extraction module includes:

[0064] The measuring point data acquisition submodule is based on the previous node information corresponding to the current tensioning node in the tensioning sequence index structure. It locates the beam segment number and steel strand number of the previous node, matches the displacement measuring point number and the corresponding steel strand tension monitoring point number at the end of the beam segment, collects continuous sampling data of the measuring point within a set time period, and generates a tensioning node monitoring dataset.

[0065] Based on the information of the previous node corresponding to the current tensioning node in the tensioning sequence index structure, the node number of the previous node is first obtained, and the beam segment number and steel strand number information corresponding to that node are extracted. For example, if the current node is node number 8, the corresponding previous node is node number 7, its beam segment number is L07, and its steel strand number is S09. Then, the displacement monitoring point numbers deployed at the tail end of beam segment L07 are retrieved from the monitoring database, assuming they are D71, D72, and D73, and the tension monitoring point number of steel strand S09 during the tensioning process is extracted and set as F09. After obtaining the measuring point number, a corresponding time axis is established for each measuring point, the sampling period is set to continuous data within 10 minutes, and the sampling frequency is 1Hz. 600 sets of displacement data from the three measuring points D71, D72, and D73 from t=0 to t=600 seconds and the tension data of measuring point F09 are collected respectively to form a time series matrix. The recording format is a triplet of measuring point number, timestamp, and corresponding value. The sampling data structure is shown in the table below:

[0066] Table 2 Displacement and Tension Sampling Data:

[0067] ;

[0068] As shown in Table 2, the acquisition results cover all measurement point data within the target period. A data integrity verification mechanism is adopted for the time series sampling process to determine whether there are missing points for each measurement point. If the missing rate of a certain measurement point exceeds 5%, the re-sampling mechanism is triggered. Here, the data integrity of the three displacement measurement points and one tension measurement point all passed the verification. The sampled data is finally structured and stored in the data structure corresponding to tension node number 7 to generate the tension node monitoring dataset.

[0069] The state parameter calculation submodule calculates the weighted average value based on the displacement measurement point time series data centrally recorded in the tension node monitoring dataset, according to the weight coefficient of each measurement point's layout position, and extracts the data of the last continuous time points from the tension time series. It then combines the set stability judgment benchmark value to judge the fluctuation amplitude, filters the end steady-state tension point value, and generates the weighted displacement value and steady-state tension value.

[0070] Based on all displacement and tension sequence data in the tension node monitoring dataset, the displacement measurement point data are first processed by weighted averaging. The weights of measurement points D71, D72, and D73 are set to 0.3, 0.4, and 0.3, respectively. These weighting coefficients are calculated using linear normalization based on the relative distances of the measurement points from the tension control end. If D71 is 1.5m from the control end, D72 is 1.0m, and D73 is 1.5m, the weights are calculated by first taking the reciprocal of the distances to obtain [0.667, 1.0, 0.667], then normalizing to obtain a ratio of [0.3, 0.4, 0.3]. The data from the three measurement points at each time point are then summed according to the weighting coefficients. For example, at t=600 seconds, the three displacement values ​​are 0.66, 0.61, and 0.62 mm, corresponding to a weighted displacement of... mm, and obtain the weighted average displacement value in this way; then process the time series of tension measuring point F09, extract a total of 31 sets of tension values ​​in the time period t=570 to t=600 seconds, calculate the difference between the maximum and minimum values ​​as the fluctuation range. If the maximum value is 76.8kN and the minimum value is 76.3kN, the fluctuation range is 0.5kN. Determine whether the fluctuation range is less than the set steady-state threshold of 1.0kN. If it is satisfied, take the tension value of 76.8kN corresponding to the last time t=600 seconds as the steady-state tension value. Otherwise, return to extend the sampling time. In this example, the steady state is established, and the steady-state tension value is obtained as 76.8kN. Finally, output the weighted displacement value and the steady-state tension value.

[0071] The input state generation submodule reads the weighted average displacement value and steady-state tension point value based on the weighted displacement value and steady-state tension value, and assigns them as the boundary displacement input parameter and initial tension force input parameter of the current tensioning node, respectively. It writes them into the corresponding state input dictionary according to the node number to generate the node input state parameter set.

[0072] Based on the values ​​obtained from the weighted displacement and steady-state tension values, a state parameter structure generation operation is performed. First, the weighted displacement value is set as the boundary displacement input parameter in mm, and the steady-state tension value is set as the initial tension force input parameter in kN. These two parameters are written into the data slot corresponding to the current tensioning node number. For example, if the current node number is 8, the corresponding fields are: boundary displacement input = 0.628 mm, initial tension force input = 76.8 kN. Then, this parameter pair is constructed as a state input key-value pair. The structure is defined with the node number as the key and a structure containing the two input parameters as the key value. This structure is written into the system state input table in ascending order of node number. The state table uses a hash mapping method for fast indexing and locating the corresponding node input item, while ensuring consistency verification during data updates. If the previous node input is not completed, the current node state writing is suspended to avoid inconsistencies. After successful writing, the system state dictionary structure is updated, and the corresponding node state item now contains all input parameter items, generating the node input state parameter set.

[0073] Please see Figure 4 The tension response module includes:

[0074] The structural parameter extraction submodule extracts the beam segment number corresponding to the current tensioning node based on the initial tensioning force input and boundary displacement input parameters in the node input state parameter set. It then retrieves the structural information table of the beam segment, calls up engineering configuration parameters such as cross-sectional modulus, beam segment length, steel strand layout diagram and tensioning equipment identification number, and combines them into a structural feature vector to generate a beam segment structural parameter set.

[0075] Based on the initial tension force and boundary displacement input parameters in the node input state parameter set, the beam segment number L06 corresponding to the current tensioning node number is extracted. Then, the beam segment structural parameter configuration table is retrieved from the structural database, and the cross-sectional modulus value, beam segment length, steel strand arrangement diagram number, and tensioning equipment identification number bound to beam segment L06 are retrieved item by item. First, the target record is retrieved from the structural parameter table using the index field "beam segment number". Assuming the retrieval result is: the cross-sectional modulus value of beam segment L06... MPa, length m, the steel strand arrangement diagram number is TPL07, corresponding to tensioning equipment number Z002. This data set undergoes unit standardization and format review to confirm that all values ​​are real numbers and that units are consistent. Subsequently, the tensioning equipment management record is checked to see if equipment number Z002 is in the "assigned" state in the current tensioning scheduling configuration. If the equipment number does not match the node, the data assembly process is forcibly terminated and a fault indicator is reported; otherwise, the above four parameters are combined into a structural parameter vector and set as... ,in Indicates the layout diagram number, This is the device number. This structural parameter group is used as input for the subsequent tension-displacement response process. In multi-node batch processing scenarios, if nodes L06 to L09 all correspond to the layout map TPL07, the map only needs to be called once and batch-attached to multiple nodes to avoid redundant reading, as shown in Table 3.

[0076] Table 3: Structural Parameters of Beam Segments

[0077] ;

[0078] As shown in Table 3, structural parameters are uniformly retrieved by node and written into the parameter set cache table, recording structural key-value pairs for use in tension response calculation and strain segmentation processing, ultimately generating the beam segment structural parameter set.

[0079] The response calculation submodule collects tension and displacement change sequences during the tensioning process based on the beam segment structural parameter set and the node input state parameter set. It synchronously pairs node tension and displacement at each time point, calculates the steel strand stress and beam segment strain values ​​at each moment, and divides the time interval according to the tensioning period, using the following formula:

[0080] ;

[0081] The stress response of the steel strands and the strain error of the beam segment are calculated, and error aggregation is performed over the tensioning time interval to obtain statistical values ​​of the structural response; among them; Indicates beam segment The stress response of the steel strands and the strain error of the beam segment within a specified time period. Indicates the first Liang Duan Di The tension value at a given moment. Indicates the length of the beam segment. The elastic modulus of the beam segment material. Let the cross-sectional area of ​​the steel strand be . This represents the displacement value of the displacement measuring point at the corresponding time. Indicates the number of sampling points within the time interval;

[0082] After obtaining the structural parameter set of the beam segment and the node input state parameter set, the tensioning time period is set to 300 seconds and the sampling frequency is 1Hz. The tension change sequence and displacement change sequence are synchronously collected from the tension control system to form the tension sequence. kN and displacement sequence mm, five control time periods are constructed every 60 seconds, with 60 sampling points in each period. Deviation calculations are performed on the tension-displacement data for each time period. Taking the first period as an example, the parameters for beam segment number L06 are: MPa m, cross-sectional area of ​​steel strand mm², the tension and displacement data within the time period are as follows: kN, mm, substituting into the formula:

[0083]

[0084] Calculate each item:

[0085] Item 1: The deviation from the displacement of 0.42 is 0.37107, and the square is 0.1377;

[0086] Item 2: The deviation from the displacement of 0.43 is 0.38094, and the square is 0.1451;

[0087] The other three items are calculated similarly, and the final calculated average squared deviation is 0.1416. Taking the square root, we get the response error:

[0088] ;

[0089] Repeating the above process yields the response errors for the remaining four time periods, forming a complete set of response errors. If the error in any segment exceeds the engineering deviation threshold of 2.0 mm, it is marked as abnormal. Finally, the number of each time segment, the corresponding tension-displacement sequence and the response error are organized into a structured output to generate structural response statistics.

[0090] The formula's operational logic is based on the deviation analysis between the theoretical strain calculations and the actual displacement acquisition values ​​during the tensioning process. Its core purpose is to evaluate the compatibility between the steel strand tension and the beam segment strain. In the formula, Used to indicate in the first At that moment, due to the tension of the steel strand The theoretical strain-displacement value induced by the action is derived based on the stress-strain relationship in mechanics of materials, namely, stress equals tension divided by cross-sectional area, strain equals stress divided by elastic modulus, and displacement equals strain multiplied by length. This part demonstrates the calculation method of theoretical displacement through a combination of multiplication and division. Subsequently, the theoretical displacement value is compared with the actual displacement measurement data. The difference is calculated to reflect the degree of deviation between the two at each time point. The square of the difference is used to eliminate the offsetting of deviations in the positive and negative directions and to strengthen the influence weight of samples with large deviations on the overall response evaluation. The average of the squared deviations at all time points is used to calculate the overall deviation level within the time period. Finally, the square root of the mean is taken to express the magnitude of the overall response error, which can objectively reflect the degree of coordination between force and deformation during the tensioning of the steel strand.

[0091] The stress response and strain error of the steel strands refer to the numerical difference between the theoretical strain caused by the actual tension force borne by the steel strands and the actual deformation at the monitoring points on the beam segment during tensioning. This error reflects the coordination of the structural response and the degree of matching between force and deformation after the application of tension force. When the error is small, it indicates that the force transmission path of the steel strands is clear, the structural stiffness distribution is reasonable, and the actual deformation is highly consistent with the mechanical prediction. However, when the error is large, there may be problems such as steel strand slippage, uneven release of anchorages, and discontinuity of beam segment stiffness, which will cause the theoretical strain to be unable to be completely converted into structural displacement. This error value is not only used as a basis for judging the tensioning quality, but also a core parameter for judging the rationality of the structural response in the whole process control. Its magnitude directly affects the safety control and structural reliability evaluation during construction.

[0092] The dataset construction submodule divides the stress response curve of the steel strands and the strain development section of the beam segment according to the tensioning control time period based on the structural response statistics, and binds the tensioning node number to organize the response data of each section to establish a structural response dataset for the entire tensioning process.

[0093] Based on the tension error data and strain change trends corresponding to the five time periods in the structural response statistics, structural response data for the entire tensioning process is constructed. First, a response data tuple is created for each time period, with fields including node number, time period number, tension sequence, displacement sequence, and error response value. Then, the data is bound to node number L06 and tensioning equipment number Z002, and the numbering and timestamp are aligned according to the sampling order. The data format adopts a nested dictionary structure and is written to the response data table. The table structure key name adopts the form of "node number-time period number" for easy indexing. The content fields are uniformly stored in the tensioning response master table. The response master table supports fast retrieval and export based on nodes or time intervals. After the data is written, the system updates the node status identifier and releases the structural parameter reference. After confirming that the data is written successfully, the completion identifier and response completion timestamp are recorded, thus establishing the structural response dataset for the entire tensioning process.

[0094] Please see Figure 5 The dynamic adjustment module includes:

[0095] The response difference calculation submodule is based on the displacement sequence of the beam segment at the end of the current node and the displacement sequence at the end of the previous node in the structural response dataset of the entire tensioning process. It pairs the sampling time points of the displacement values ​​under the same monitoring point number of the two nodes, constructs the difference sequence of the displacement values ​​at the same time, performs the difference operation to obtain the displacement change sequence, and encapsulates it in a structured manner according to the sampling time sequence to generate the response difference sequence between nodes.

[0096] Based on the displacement data of the beam segment at the current node and the end displacement data of the previous node in the structural response dataset of the entire tensioning process, the beam segment numbers corresponding to the current node and the previous node are first extracted. For example, if the current node is L08 and the previous node is L07, the end displacement sequences of the two nodes are extracted sequentially from the structural response dataset. The sampling period is set to 300 seconds and the frequency is 1Hz, and 600 sets of data are obtained to construct the displacement time series. , Perform term-by-term interpolation on the displacement values ​​at the same time point in the two sequences to obtain the difference sequence. The difference sequence is then recorded as a structure, bound with timestamps and monitoring point numbers to form ordered data pairs, and written to the node difference structure cache table. Simultaneously, outliers are identified; if any difference exceeds ±5mm, no adjustment is performed, and a prompt signal is returned. This module only performs the data difference generation operation. An example calculation is as follows: when... mm, mm, then mm, after calculation, the following difference segments are generated, as shown in Table 4:

[0097] Table 4: Displacement difference segment at node end:

[0098] ;

[0099] As shown in Table 4, the difference is continuous and without drastic fluctuations, and the data meets the requirement of structural response continuity, ultimately generating a sequence of response difference between nodes.

[0100] The over-limit point identification submodule performs interval filtering operations on the tension and displacement difference items in the sequence based on the response difference sequence between nodes and the set tension deviation limit and displacement offset threshold. It then performs amplitude judgment on the filtered sequence. If the difference amplitude exceeds the standard setting range, the corresponding point is marked as an over-limit point, and a response difference over-limit identifier set is generated.

[0101] After obtaining the inter-node response difference sequence, the tension deviation limit in the bridge design code is first set to ±2.0 kN, and the displacement offset threshold is set to ±3.0 mm. Each data item in the difference sequence is then compared with the aforementioned thresholds for interval judgment. The judgment logic is as follows: if... If the difference is in mm, the marked point is an out-of-limit point and recorded using a Boolean flag. For example, if the difference is 3.2 mm at the 520th second, it is recorded as True. Additionally, if the response difference fluctuates within the threshold range but its fluctuation amplitude is greater than 2.5 mm, it is also determined as a structurally unstable point, using the amplitude range judgment formula. Where n is the window width setting value, take n=30. If the maximum difference within the window range is 3.6mm and the minimum is 0.9mm, then the amplitude is 2.7mm, which meets the condition and is also marked as exceeding the limit. All exceeding the limit results are summarized into an identifier array, sorted in ascending order by sampling time. Each entry is accompanied by the original difference and judgment label. The data organization method is as follows: {"Time": 520, "Difference": 3.2, "Exceeding the limit": True}. Finally, all True marker items are set into a sequence and written into the node response control table to generate the response difference exceeding the limit identifier set.

[0102] The input parameter correction submodule locates the initial tension force and boundary displacement parameter items in the current node's input state parameter set based on the over-limit point information recorded in the response difference over-limit identifier set. It performs a replacement operation to correct the input values. The replacement content consists of the parameters of the previous node and the reverse adjustment value of the difference. After the correction operation is completed, all the adjusted parameter items are organized into a structured list format to establish a structural offset correction parameter list.

[0103] Based on the time points and corresponding node numbers recorded in the response difference exceedance identifier set, an input parameter correction operation is performed. First, the corresponding item of the current node L08 in the node input status parameter set is located, and the original initial tension force value is extracted. kN and boundary displacement value mm, then read the parameter value of the previous node L07 and set it to mm. kN, mm, and call the corresponding time point difference ΔF=2.0kN, ΔD=0.06mm in the difference sequence, and set the reverse adjustment logic as follows:

[0104] New tension initial force kN;

[0105] New boundary displacement mm;

[0106] The replaced parameters are rewritten into the node input status dictionary with the field overwrite mode set to "incremental replacement". Structured record entries are generated simultaneously and written into the structural offset correction parameter table. The record format in the table includes fields such as node number, original value, new value, and adjustment range. The structure after reorganizing by field is as follows: {"Node": L08, "Initial Tension Force": [74.0, 73.0], "Boundary Displacement": [0.68, 0.65]}. Finally, all adjustment records are organized into a unified list to establish the structural offset correction parameter list.

[0107] Please see Figure 6 The simulation output module includes:

[0108] The parameter mapping integration submodule reads the original and corrected values ​​of each record according to the node number order based on the tension initial force adjustment item and boundary displacement input adjustment item recorded in the structural offset correction parameter list. It then maps the corrected values ​​of each node to the positions of the tension input parameter field and the boundary input field, performs field replacement and node mapping reconstruction operations, and generates a node state input correction matrix.

[0109] Based on all the initial tension force adjustment records and boundary displacement input adjustment records recorded in the structural offset correction parameter list, the node number, parameter value before correction, and parameter value after correction of all record items are first obtained, and a mapping key-value pair is constructed, with the node number as the primary key corresponding to the new value fields of the initial tension force and boundary displacement respectively. A status input update dictionary is created under each node. For example, if the initial tension force of node L09 is adjusted from 74.5kN to 72.5kN and the boundary displacement is adjusted from 0.69mm to 0.65mm, then the structure is written as: L09: {Initial tension force: 72.5, Boundary displacement: 0.65}. Then, a traversal update operation is performed on the status input data table, replacing the original parameters with the corrected values, and the data type consistency of the updated fields is verified. If a non-numeric field is found, a field verification error is returned and the update is terminated. After all nodes are updated, the corrected input data is organized in a matrix structure, with the column fields being node number, initial tension force, and boundary displacement, and the rows being the tensioning order index, as shown in Table 5.

[0110] Table 5: Node Status Input Correction Matrix Table

[0111] ;

[0112] As shown in Table 5, the node status input has been completely overwritten with the correction values, the data is complete and traceable, and the node status input correction matrix is ​​finally generated.

[0113] The multi-source data fusion submodule is based on the node state input correction matrix. It combines the stress response index and strain section sequence data in the tensioning process structural response dataset. It performs structural splicing of the three data items according to the node number. Based on the node index and time axis coincidence rule, it generates a structured data block for each node, thus obtaining the tensioning node structure fusion data group.

[0114] After obtaining the node state input correction matrix, the stress response index of the steel strands and the strain development zone data of the beam segment corresponding to each node are retrieved from the structural response dataset of the entire tensioning process. First, an index table is established based on the node number to match the field correspondence between the state input matrix and the response dataset. The fields mainly include tensioning input parameters, time axis, stress value sequence, strain value zone, etc. Then, a structural splicing operation is performed on the three types of data. The splicing order is tensioning input → stress response → strain zone. The splicing method adopts a nested structure combination, and each node forms a complete data object. The data object contains fields {node number, initial tension force, boundary displacement, strain value sequence, stress value sequence, strain ... The maximum stress response, average strain rate, and error adjustment range are defined. For example, if the maximum stress response of node L09 is 86.3 MPa and the average strain rate is 0.0021 mm / s, the generated structure would be: {L09: {Initial tension force: 72.5, boundary displacement: 0.65, stress response: 86.3, strain rate: 0.0021}}. After the structure is assembled, all node data structures are written into a multidimensional array data body. The structure hierarchy is sorted in ascending order according to the tensioning sequence number and bound to the time axis control field. Finally, a data structure sequence that is fused across nodes and parameter dimensions is formed, resulting in the tensioned node structure fusion data group.

[0115] The simulation output generation submodule integrates the data group of the tension node structure, reorganizes the data into a construction stage simulation chain of the continuous beam structure according to the time dimension and node sequence, performs data format conversion and simulation model adaptation to structural reconstruction, and obtains digital simulation output data of the construction process.

[0116] Based on the data fields of initial tension force, boundary displacement, stress response, and error correction for each node in the tensioning node structure fusion data group, a data input interface for the tensioning simulation model is constructed. First, all data is sorted according to the simulation time dimension, based on the tensioning start timestamp corresponding to the node number. Then, a simulation chain splicing operation is performed on a node-by-node basis to form a time-series data stream of the entire tensioning process of the continuous beam structure. The data stream is standardized, and the data format is unified as JSON. The field naming follows the interface specification of the simulation modeling platform. For example, the field "Initial Tension Force" is renamed to "F_input", and "Boundary Displacement" is renamed to "D_boundary". After performing the standard name replacement, the entire structure is written into the simulation platform input database, completing the structure binding and index creation, and generating data element identifiers and simulation tags. The data tag structure is: {Bridge Number, Tensioning Stage, Node Number, Data Status}. All structural data is transmitted to the simulation modeling module through the interface, and finally, digital simulation output data of the construction process is established.

[0117] The above are merely preferred embodiments of the present invention and are not intended to limit the present invention in any other way. Any person skilled in the art may make changes or modifications to the above-disclosed technical content to create equivalent embodiments that can be applied to other fields. However, any simple modifications, equivalent changes, and modifications made to the above embodiments based on the technical essence of the present invention without departing from the scope of the present invention shall still fall within the protection scope of the present invention.

Claims

1. A digital simulation system for the tensioning construction process of steel strands in a continuous bridge beam, characterized in that, include: The sequence recognition module reads the beam segment number and tensioning process code, performs a sequential sorting operation on the number of each tensioning step, identifies and forms a chain-like topology diagram, and establishes a tensioning sequence index structure. The state extraction module collects the periodic data of the displacement measuring point at the end of the beam segment of the previous node and the tension data of the tensioned steel strand according to the tensioning sequence index structure, calculates the boundary displacement input parameters and the initial tensioning force input parameters, and generates a set of node input state parameters. The tension response module collects the tension change sequence and displacement change sequence during the tensioning process based on the node input state parameter set, calculates the steel strand stress response curve and the strain development section of the beam segment, and segments and organizes them according to the tensioning control time period to establish a structural response dataset for the entire tensioning process. The dynamic adjustment module calculates the structural response difference sequence between the current node and the previous node based on the structural response dataset of the entire tensioning process, performs adjustment and replacement operations on the initial tensioning force and boundary displacement input of the current node, and constructs a list of structural offset correction parameters. The simulation output module combines the node status input, structural response, and error correction data in the current continuous beam tensioning process with the structural offset correction parameter list to establish digital simulation output data for the construction process.

2. The digital simulation system for the tensioning construction process of steel strands in a continuous bridge beam according to claim 1, characterized in that: In the chain-like topology diagram, a one-to-one mapping relationship is defined between the beam segment number, steel strand number, and the tensioning stage number corresponding to each tensioning node.

3. The digital simulation system for the tensioning construction process of steel strands in a continuous bridge beam according to claim 1, characterized in that: The chain-like topology diagram includes the node topology order, node number mapping relationship, tensioning stage grouping structure, tensioning link path connection relationship, and node unique identifier index. The node input state parameter set includes displacement boundary input value, tensioning initial force input value, time step identifier, and loading initial state label. The tensioning full-process structural response dataset includes tension change curve, displacement development curve, stress response spectrum, strain zoning results, and tensioning stage time annotation information. The structural offset correction parameter list includes corrected tensioning initial force, boundary displacement adjustment value, structural response deviation node number, and correction point time index. The construction process digital simulation output data includes the state input parameters of each node, structural response record, error correction result, full-process time series, and bridge structure spatial evolution state spectrum.

4. The digital simulation system for the tensioning construction process of steel strands in a continuous bridge beam according to claim 1, characterized in that, The sequence recognition module includes: The data mapping and extraction submodule reads the beam segment number information and tensioning process code information from the construction scheduling plan, extracts the tensioning link code data corresponding to each beam segment, and combines the steel strand number and tensioning stage number to which each tensioning link belongs to construct a one-to-one correspondence between the beam segment number, steel strand number and tensioning stage number, and generates a tensioning mapping information table. The tensioning sequence generation submodule performs an ordered arrangement operation according to the tensioning link codes in the tensioning mapping information table and the construction scheduling time arrangement. It recombines the sorted tensioning link numbers with the corresponding beam segment numbers, steel strand numbers and tensioning stage numbers to generate a tensioning node sorting structure set. The sequence index construction submodule extracts the corresponding beam segment number, steel strand number and tensioning stage number according to the sequential arrangement relationship of each node in the tensioning node sorting structure set, constructs a chain connection relationship diagram including all tensioning nodes, establishes a sequence index system between nodes, and generates a tensioning sequence index structure.

5. The digital simulation system for the tensioning construction process of steel strands in a continuous bridge beam according to claim 1, characterized in that, The state extraction module includes: The measuring point data acquisition submodule locates the beam segment number and steel strand number of the previous node based on the previous node information corresponding to the current tensioning node in the tensioning sequence index structure, matches the displacement measuring point number and the corresponding steel strand tension monitoring point number arranged at the end of the beam segment, collects continuous sampling data of the measuring point within a set time period, and generates a tensioning node monitoring dataset. The state parameter calculation submodule calculates the weighted average value based on the displacement measurement point time series data centrally recorded in the tension node monitoring dataset, according to the weight coefficient of each measurement point layout position, and extracts the data of the last continuous time point from the tension time series. It then combines the set stability judgment benchmark value to judge the fluctuation amplitude, filters the end steady-state tension point value, and generates the weighted displacement value and steady-state tension value. The input state generation submodule reads the weighted average displacement value and steady-state tension point value based on the weighted displacement value and steady-state tension value, and assigns them as the boundary displacement input parameter and initial tension force input parameter of the current tensioning node, respectively. The parameters are then written into the corresponding state input dictionary according to the node number to generate the node input state parameter set.

6. The digital simulation system for the tensioning construction process of steel strands in a continuous bridge beam according to claim 1, characterized in that, The tension response module includes: The structural parameter extraction submodule extracts the beam segment number corresponding to the current tensioning node based on the initial tensioning force input and boundary displacement input parameters in the node input state parameter set, retrieves the structural information table of the beam segment, calls the cross-sectional modulus, beam segment length, steel strand layout diagram and tensioning equipment identification number engineering configuration parameters, combines them into a structural feature vector, and generates a beam segment structural parameter set. The response calculation submodule collects tension change sequence and displacement change sequence data during the tensioning process based on the beam segment structural parameter set and the node input state parameter set. It performs synchronous pairing of node tension and displacement at each time point, calculates the steel strand stress and beam segment strain values ​​at each time point, divides the interval according to the tensioning time period, calculates the steel strand stress response and beam segment strain error, performs error aggregation for the tensioning time interval, and obtains the structural response statistics. The dataset construction submodule divides the steel strand stress response curve and the beam segment strain development zone into time axes according to the tensioning control time period based on the structural response statistics, binds the tensioning node number, organizes the response data of each segment, and establishes a structural response dataset for the entire tensioning process.

7. The digital simulation system for the tensioning construction process of steel strands in a continuous bridge beam according to claim 6, characterized in that, The formulas for calculating the stress response of the steel strands and the strain error of the beam segment are as follows: ； in, This represents the stress response of the steel strands and the strain error of beam segment i within a specified time period. This represents the tension value of the i-th beam segment at the j-th moment. Indicates the length of the beam segment. The elastic modulus of the beam segment material. Let the cross-sectional area of ​​the steel strand be . is the displacement value of the displacement measurement point at the corresponding time, and n represents the number of sampling points within the time interval.

8. The digital simulation system for the tensioning construction process of steel strands in a continuous bridge beam according to claim 1, characterized in that, The dynamic adjustment module includes: The response difference calculation submodule is based on the displacement sequence of the beam segment at the end of the current node and the displacement sequence at the end of the previous node in the structural response dataset of the entire tensioning process. It pairs the sampling time points of the displacement values ​​under the same monitoring point number of the two nodes, constructs the difference sequence of the displacement values ​​at the same time, performs the difference operation to obtain the displacement change sequence, and encapsulates it in a structured manner according to the sampling time sequence to generate the response difference sequence between nodes. The over-limit point identification submodule performs interval filtering operations on the tension and displacement difference items in the sequence according to the response difference sequence between the nodes and the set tension deviation limit and displacement offset threshold. It then performs amplitude judgment on the filtered sequence. If the difference amplitude exceeds the standard set range, the corresponding point is marked as an over-limit point, and a response difference over-limit identifier set is generated. The input parameter correction submodule locates the initial tension force and boundary displacement parameter items in the current node's input state parameter set based on the over-limit point information recorded in the response difference over-limit identifier set. It performs a replacement operation to correct the input values. The replacement content consists of the previous node's parameter and the difference reverse adjustment value. After the correction operation is completed, all the adjusted parameter items are organized into a structured list format to establish a structural offset correction parameter list.

9. The digital simulation system for the tensioning construction process of steel strands in a continuous bridge beam according to claim 1, characterized in that, The simulation output module includes: The parameter mapping integration submodule reads the original and corrected values ​​in each record according to the node number order based on the tension initial force adjustment item and boundary displacement input adjustment item recorded in the structural offset correction parameter list. It then maps the corrected values ​​of each node to the positions of the tension input parameter field and the boundary input field, performs field replacement and node mapping reconstruction operations, and generates a node state input correction matrix. The multi-source data fusion submodule, based on the node state input correction matrix, combines the stress response index and strain section sequence data in the tensioning process structural response dataset, performs structural splicing of the three data items according to the node number, and generates a structured data block for each node according to the node index and time axis coincidence rule, thus obtaining the tensioning node structural fusion data group. The simulation output generation submodule reorganizes the data into a construction stage simulation chain of a continuous beam structure according to the time dimension and node sequence based on the fused data group of the tension node structure. It then performs data format conversion and simulation model adaptation to structural reconstruction to obtain digital simulation output data of the construction process.

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