All-parameterized prestressed steel beam model construction method and system

Abstract

The invention relates to the technical field of prestressed structures, in particular to a fully parameterized prestressed steel beam model construction method and system.The fully parameterized prestressed steel beam model construction method comprises the following steps that stage vertical displacement data are obtained, abnormal values are screened out, a stage data set is obtained, node data are selected according to the steel beam path relation, and differences are calculated and sorted; the method comprises the steps of dynamically monitoring node displacement, correcting node tension values in combination with friction resistance and anchorage device slippage, screening support node abnormity, finely adjusting node positions, extracting temperature data, adjusting node tension parameters and obtaining a full-parameterization steel beam layout data set, and in the method, node displacement is dynamically monitored, the displacement difference of starting and ending nodes of a steel beam path is adjusted, node tension force is corrected in real time, and a full-parameterization steel beam layout data set is obtained. And a full-parameterization steel beam layout data set is obtained by combining the support node displacement and the temperature change and optimizing the tension parameters, so that the structure is matched with the dynamic change in the construction process, and the adaptability and the long-term reliability of the structure are enhanced.

Description

Technical Field

[0001] The present invention relates to the technical field of prestressed structure, and in particular to a method and system for constructing a fully parameterized prestressed steel bundle model. Background Art

[0002] The field of prestressed structural technology includes engineering methods that improve the overall performance of concrete or other brittle material components by applying predetermined stress. The core content of this technical field is to offset the tensile stress that may occur during the use phase by introducing controlled compressive stress during the structural construction phase, so as to improve the bearing capacity, durability and crack resistance of the structure. Prestressed structures are usually used in bridges, high-rise buildings and large-scale infrastructure. The specific forms include pre-tensioning and post-tensioning. Prestressed steel strands, anchors, pipe grouting and other structural and process means are often used. Overall, this technical field covers multiple aspects such as prestressed material selection, stress application methods, component connection and long-term performance control, involving precise control of mechanical parameters and construction procedures to achieve structural design requirements.

[0003] Among them, the method for constructing a fully parametric prestressed steel bundle model refers to a solution for defining and combining all parameters based on parametric modeling technology for modeling the layout and performance of prestressed steel bundles in bridge projects. Specifically, it covers the setting and regulation of the initial tensioning force parameters, spatial geometric layout parameters, anchor position parameters, pipeline friction loss, and secondary tensioning compensation parameters of the prestressed steel bundles. Mathematical modeling methods are used to build a mechanical simulation model, and numerical calculations and geometric modeling processing are performed through a finite element analysis system to form a fully parametric prestressed steel bundle model that can be used for simulation analysis and construction guidance. During the modeling process, systematic parameter input is performed based on basic engineering data such as the basic dimensions of the bridge structure, load distribution, and support positions to ensure the adaptability and integrity of the model under different working conditions.

[0004] Existing technologies have problems with being static and overly reliant on experience during the construction and monitoring of prestressed structures, especially in dealing with dynamic changes and complex working conditions. The preset models and parameters often fail to accurately reflect the actual construction conditions, such as changes in friction and slip, resulting in deviations between actual construction and theoretical design. Traditional prestressed steel bundle models lack effective real-time data integration and dynamic feedback correction capabilities, and fail to achieve dynamic adjustment of node tension. This results in the structure being unable to make effective adjustments when faced with uneven deformation and load changes, increasing the uncertainty of the long-term performance of the structure and potential safety risks. The lack of real-time monitoring and data-driven decision support systems makes it impossible to detect and correct construction errors and performance monitoring in a timely manner, affecting the safety and functional realization of the structure. Summary of the Invention

[0005] In order to achieve the above object, the present invention adopts the following technical solution: a method for constructing a fully parametric prestressed steel tendon model, comprising the following steps:

[0006] S1: Obtain the vertical displacement change data recorded by the mid-span node displacement measurement device during the initial tensioning stage, load loading, and tensioning completion stages, integrate them by node number, and filter out abnormal missing values ​​to obtain a stage-by-stage displacement data set;

[0007] S2: Based on the staged displacement data set, the displacement data of the start and end nodes are selected according to the connection relationship of the steel tendon path, the displacement differences are calculated and classified, and the node displacement change trends are integrated to obtain the deformation response file of the path;

[0008] S3: Based on the marked path nodes in the path deformation response file, according to the friction change value and anchor slip change during the construction of the path nodes, the node tensioning setting values ​​are merged and corrected according to the construction stage to obtain a path node tensioning correction list;

[0009] S4: Based on the path node tensioning correction list, obtain the vertical displacement change data of the support nodes during the construction period, screen out the nodes with abnormal displacement amplitudes, fine-tune the spatial positions of the nodes according to the actual trend, and obtain the stage path node adjustment data;

[0010] S5: Based on the path node adjustment data of the stage, the temperature change data of the mid-span node and the support node are extracted, the response sections are divided, and the path node tensioning parameters are adjusted to obtain a fully parametric steel strand layout data set.

[0011] As a further solution of the present invention, the stage displacement data group includes a node number identifier, a stage division identifier, a vertical displacement change, and a node sampling time sequence identifier; the deformation response file of the path includes the displacement change data of the path starting point, the displacement change data of the path end point, the classification and sorting information of the path nodes, and the displacement change trend curve of the path node; the path node tensioning correction list includes the node friction change value, the node slip change, the construction stage division information, and the node tensioning set value correction; the stage path node adjustment data includes the vertical displacement change of the support node, the node offset amplitude evaluation result, the node spatial position fine-tuning amount, and the local node density adjustment information; the fully parametric steel bundle layout data set includes the section division identifier, the initial tensioning force parameters of the path node, the temperature change amplitude adjustment amount, and the section supplementary correction parameters.

[0012] As a further solution of the present invention, the specific steps of S1 are:

[0013] S101: Obtain vertical displacement change data recorded by the mid-span node displacement measurement device during the initial tensioning stage, load application, and tensioning completion stages, assign the data to each stage based on the construction time node, and generate a stage-by-stage displacement dataset;

[0014] S102: Based on the phased displacement data set, the data is integrated according to the mid-span node identification number, and abnormal missing values ​​are filtered and removed to obtain filtered phased displacement data;

[0015] S103: Based on the filtered phase displacement data, the data are arranged in order of node sampling time to obtain a phase displacement data group.

[0016] As a further solution of the present invention, the specific steps of S2 are:

[0017] S201: Based on the node phase displacement data set, vertical displacement change data of the path start node and the end node are selected according to the prestressed steel tendon path connection relationship to obtain the path node start and end point displacement data set;

[0018] S202: Calculating the vertical displacement difference between the path start point node and the path end point node based on the path node start and end point displacement dataset, classifying and sorting the path nodes according to the size of the difference, and generating path node classification and sorting data;

[0019] S203: Based on the path node classification and sorting data, the vertical displacement change trends of all nodes on the same path are integrated to obtain a deformation response file of the path.

[0020] As a further solution of the present invention, the calculation formula for the vertical displacement change difference between the starting node and the end node of the path is specifically:

[0021]

[0022] Where Δd i Represents the vertical displacement difference of the i-th path, Represents the vertical displacement value of the end node of the i-th path, represents the vertical displacement value of the starting point node of the i-th path, n represents the total number of path nodes, k represents the sequence number of the path node, Represents the vertical displacement value of the end node of the kth path, Represents the vertical displacement value of the starting node of the kth path, d i Represents the total spatial length of the i-th path.

[0023] As a further solution of the present invention, the specific steps of S3 are:

[0024] S301: Based on the path nodes marked in the deformation response file of the path, extract the friction change values ​​recorded by the friction dynamic tester and the slip change recorded by the anchor retraction monitoring device during the node construction period, merge the node friction change and slip change according to the construction stage, and obtain the path node friction and slip dataset;

[0025] S302: Based on the path node friction and slip dataset, merging the friction change values ​​and slip change values ​​of the nodes according to the construction stage, calculating the node tension change values, merging and arranging the nodes according to the node numbers, and generating node friction and slip merged data;

[0026] S303: Based on the node friction and slip combined data, the node tensioning setting values ​​are corrected and arranged in order to obtain a path node tensioning correction list.

[0027] As a further solution of the present invention, the calculation formula of the node tension change value is specifically:

[0028]

[0029] Where Δθ v Represents the change in tension at node v, Δφ v Represents the friction change value of node v, Δλ vq represents the slip change corresponding to node v at construction stage q, and y represents the number of construction data of node v at all construction stages. Represents the absolute value of the difference between the friction change value of the node v and the weighted average value of the slip, Represents the sum of the absolute values ​​of all slip changes at node v.

[0030] As a further solution of the present invention, the specific steps of S4 are:

[0031] S401: Based on the path node tensioning correction list, vertical displacement change data collected from support nodes during the construction period are obtained, and the support node numbers and construction stage division information are classified to generate a support node vertical displacement dataset;

[0032] S402: Based on the support node vertical displacement data set, path nodes whose displacement change amplitude exceeds a set offset reference value are screened, support node numbers are called to match the offset reference value, and screening is performed to generate a list of nodes with excessive offsets;

[0033] S403: Based on the list of nodes with excessive offset, combined with the actual displacement change trend of the nodes, fine-tune the node spatial layout or redistribute the local density to obtain stage path node adjustment data.

[0034] As a further solution of the present invention, the specific steps of S5 are:

[0035] S501: Based on the stage path node adjustment data, extract the temperature change data of the mid-span nodes and support nodes arranged along the longitudinal direction of the bridge during construction, organize the temperature change rates according to the node numbers and time sequence, and generate a node temperature change data set;

[0036] S502: Based on the node temperature change data set, divide the node into independent response segments according to the absolute difference in temperature change rate, group and organize the nodes within the segment, and generate a segment division node list;

[0037] S503: Based on the segment division node list, select the path nodes in each segment for initial tension setting, adjust the tension of the corresponding nodes according to the temperature variation of the segment, and obtain a fully parametric steel strand layout dataset.

[0038] A fully parametric prestressed steel tendon model construction system, including:

[0039] The data acquisition and processing module obtains the vertical displacement change data recorded by the mid-span node displacement measurement device during the initial tensioning stage, load loading, and tensioning completion stages. The data is assigned to the stages according to the construction time nodes, and the data is integrated according to the mid-span node identification number. Abnormal missing values ​​are screened and eliminated, and the data is arranged in the order of node sampling time to obtain the node stage displacement data set.

[0040] The path node processing module selects the vertical displacement change data of the path starting node and the end node based on the prestressed steel tendon path connection relationship based on the node phase displacement data group, calculates the displacement difference, classifies and sorts it, and integrates the displacement change trends of the nodes in the same path to obtain the deformation response file of the path;

[0041] The node correction module extracts the friction change values ​​recorded by the friction dynamic tester and the slip change recorded by the anchor retraction monitoring device during the node construction based on the path nodes marked in the deformation response file of the path, merges and corrects the node tensioning setting values ​​according to the construction stage, and obtains the path node tensioning correction list;

[0042] The node adjustment module obtains the vertical displacement change data of the support nodes during the construction period based on the path node tensioning correction list, selects the path nodes whose displacement change amplitude exceeds the set offset reference value, and fine-tunes the spatial position of the node or redistributes the local node density according to the actual displacement change trend of the node to obtain the stage path node adjustment data;

[0043] Based on the path node adjustment data of the aforementioned stage, the layout correction module extracts the temperature change data of the mid-span nodes and support nodes along the longitudinal arrangement of the bridge during construction. It then divides the independent response sections according to the absolute difference in the temperature change rate, selects the initial tensioning force of the path nodes within the section, and adjusts the tensioning force of the path nodes according to the temperature change amplitude of the section to obtain a fully parametric steel strand layout dataset.

[0044] Compared with the prior art, the advantages and positive effects of the present invention are:

[0045] In the present invention, by dynamically monitoring node displacements, adjusting the displacement differences between the start and end nodes of the steel bundle path, and correcting the node tensioning force in real time to keep it matching the actual deformation, the tensioning parameters are optimized by combining the support node displacements and temperature changes to obtain a fully parametric steel bundle layout dataset. This allows the structure to match dynamic changes during construction, thereby enhancing the adaptability and long-term reliability of the structure. BRIEF DESCRIPTION OF THE DRAWINGS

[0046] In order to more clearly illustrate the technical solutions in the embodiments of the present invention, the following briefly introduces the drawings required for use in the description of the embodiments. Obviously, the drawings described below are only some embodiments of the present invention. For ordinary technicians in this field, other drawings can be obtained based on these drawings without creative work.

[0047] Figure 1 Schematic diagram of the steps of the present invention;

[0048] Figure 2 It is a system module diagram of the present invention. DETAILED DESCRIPTION

[0049] The technical solution of the present invention is described below in conjunction with the accompanying drawings.

[0050] In the embodiments of the present invention, words such as "exemplarily" and "for example" are used to represent examples, illustrations, or explanations. Any embodiment or design described as an "exemplary" in the present invention should not be interpreted as being preferred or advantageous over other embodiments or designs. Rather, the use of the word "exemplary" is intended to present concepts in a concrete manner. Furthermore, in the embodiments of the present invention, the meaning of "and / or" can be both or either of the two.

[0051] In the embodiments of the present invention, the terms "image" and "picture" may be used interchangeably. It should be noted that, when the distinction between them is not emphasized, their intended meanings are the same. The terms "of," "corresponding," and "corresponding" may be used interchangeably. It should be noted that, when the distinction between them is not emphasized, their intended meanings are the same.

[0052] In the embodiments of the present invention, sometimes a subscript such as W1 may be written as a non-subscript such as W1. When the difference is not emphasized, the meanings to be expressed are the same.

[0053] In order to make the technical problems, technical solutions and advantages to be solved by the present invention clearer, a detailed description will be given below with reference to the accompanying drawings and specific embodiments.

[0054] See also Figure 1, an embodiment of the present invention provides a method for constructing a fully parametric prestressed steel tendon model, comprising the following steps:

[0055] S1: Obtain the vertical displacement change data of the initial tensioning stage, load loading stage, and tensioning completion stage recorded by the mid-span node displacement measurement device, assign the displacement change data to each stage according to the construction time node, integrate the stage data according to the mid-span node identification number, filter out abnormal missing values ​​and eliminate incomplete data, and arrange the data in the order of node sampling time to obtain the stage displacement data set;

[0056] S2: Based on the staged displacement data set, the vertical displacement change data of the path start and end nodes are selected according to the prestressed steel tendon path connection relationship. The displacement change difference between the start and end nodes of each path is calculated. The path nodes are classified and sorted according to the size of the difference. The vertical displacement change trend curves of all nodes in the same path are integrated to obtain the path deformation response file;

[0057] S3: Based on the marked path nodes in the path deformation response file, extract the friction change values ​​recorded by the steel tendon friction dynamic tester and the slip change recorded by the anchor retraction monitoring device during the construction period of the corresponding node, merge the node friction change and slip change according to the construction stage, and correct the node tensioning setting value to obtain the path node tensioning correction list;

[0058] S4: Based on the path node tensioning correction list, obtain the vertical displacement change data of the support nodes during the construction period collected by the bridge support displacement control nodes, select the path nodes whose displacement change amplitude exceeds the set offset reference value, and fine-tune the node spatial position or redistribute the local node density according to the actual displacement change trend of the node to obtain the stage path node adjustment data;

[0059] S5: Based on the staged path node adjustment data, the temperature change data of the mid-span nodes and support nodes along the longitudinal arrangement of the bridge during construction are extracted. Independent response segments are divided according to the absolute difference in the temperature change rate. The path nodes within the segment are initially prestressed. The tensioning force parameters of the corresponding path nodes are adjusted according to the temperature change amplitude of the segment. The supplementary correction results of all segments are integrated to obtain a fully parametric steel strand layout dataset.

[0060] The stage displacement data group includes node number identification, stage division identification, vertical displacement change, and node sampling time sequence identification. The path deformation response file includes path starting point displacement change data, path end point displacement change data, path node classification and sorting information, and path node displacement change trend curve. The path node tensioning correction list includes node friction change value, node slip change, construction stage division information, and node tensioning set value correction. The stage path node adjustment data includes support node vertical displacement change, node offset amplitude assessment results, node spatial position fine-tuning amount, and local node density adjustment information. The fully parametric steel strand layout data set includes section division identification, path node initial tensioning force parameters, temperature change amplitude adjustment, and section supplementary correction parameters.

[0061] The specific steps of S1 are:

[0062] S101: Obtain vertical displacement change data recorded by the mid-span node displacement measurement device during the initial tensioning stage, load application, and tensioning completion stages, assign the data to each stage based on the construction time node, and generate a stage-by-stage displacement dataset;

[0063] First, the acquisition operation requires the clear selection of the displacement measurement device deployed at the mid-span node of the bridge, and the reading of the displacement change data at different construction stages. Each stage must correspond to a specific construction time node. For example, the initial tensioning stage can be defined as the 1st to 2nd day, the load loading stage as the 3rd to 4th day, and the tensioning completion stage as the 5th day. The collected data items include the node number, timestamp, and the corresponding vertical displacement value. Taking numbers N1, N2, and N3 as an example, the displacement of node N1 on the 1st day was 2.1mm, 2.3mm on the 2nd day, 2.7mm on the 3rd day, and 3.1m on the 4th day. m, 3.5mm on the 5th day, divide the data into stages according to the time nodes, assign the initial tensioning stage values ​​2.1mm and 2.3mm, the load loading stage values ​​2.7mm and 3.1mm, and the tensioning completion stage value 3.5mm. Then, attribute the data of each node according to the construction time node, and establish a one-to-one correspondence table between the node number and the time node to ensure accurate attribution. For example, for number N1, the time 1-2 days belongs to the initial tensioning, 3-4 days belongs to the load loading, and 5 days belongs to the tensioning completion. Next, the abnormal values ​​​​are removed from the data set after attribution. The screening criteria are usually set as the change amplitude of the current node in the same stage is greater than ±5mm or less than -5mm. If there is an excessive change, for example, the displacement value of the N2 node in the initial tensioning stage is 8.0mm, which is much larger than the change of other nodes in the same stage, the abnormal value should be eliminated and the missing data should be processed at the same time. If the N3 node lacks the data of the third day in the load loading stage, the data record of the node in this stage should be directly deleted to ensure data continuity. Subsequently, the filtered node data is arranged in chronological order. It is necessary to ensure that the time axis data sequence of each node is consistent. For example, the N1 node is arranged The node data are arranged as [2.1, 2.3, 2.7, 3.1, 3.5], and the N2 node is arranged as [1.8, 2.0, 2.5, 3.0, 3.4]. During the arrangement process, the nodes need to be sorted in ascending order according to the timestamp, and disorder or stage intersection is not allowed. Through the above operations, the node data obtained by integration can form a stage displacement dataset. The dataset should contain the normalized, standardized, and complete vertical displacement change records corresponding to all nodes in different construction stages. Each record consists of the node number, stage classification, time sequence identifier and corresponding displacement value, and finally a stage displacement dataset is generated.

[0064] S102: Based on the phased displacement data set, the data is integrated according to the mid-span node identification number, and abnormal missing values ​​are filtered and eliminated to obtain the filtered phased displacement data;

[0065] First, all node records are extracted from the acquired phased displacement data set, and classified by extracting the node number field. During the classification process, it is necessary to ensure that all displacement change data under the same number are continuous and without omission. For example, node number N10 corresponds to a displacement of 1.5mm in the initial tensioning stage, 1.9mm in the load loading stage, and 2.3mm in the tensioning completion stage. The data are sorted and collected in chronological order. If there is a duplication or missing number, the number identification of the measuring device needs to be rechecked according to the actual layout of the node, and the collection is completed based on the unified number. After the preliminary sorting is completed, the collected data is screened for abnormalities. The screening standard is that the abnormal fluctuation of the displacement change of the node at any stage exceeds ±5mm or is less than -5mm. The fluctuation judgment formula is set as the displacement value at the end of the stage minus the initial displacement value. If the absolute difference exceeds 5mm, it is an abnormality. For example, the initial displacement of number N12 in the initial tensioning stage is 0.5mm, and the final displacement is 6.2 mm, the absolute difference is 5.7mm, which exceeds the screening threshold, and is judged as abnormal and the node record is removed. At the same time, the missing data items are screened. If the number N15 lacks the load loading stage record, the entire node data is removed. Discontinuous stage data or stage missing situations are not allowed. In addition, a brief comparison of the displacement change trends of the filtered nodes is required. If the displacement change trends of a node in each stage show drastic fluctuations or discontinuous changes, such as an increase in the initial tensioning stage and a sharp decrease in the load loading stage, an abnormality judgment is performed again to improve the data quality. After the final screening and elimination is completed, all node records are arranged in ascending order according to the node number. The number is the first sorting basis and the stage time is the second sorting basis during the arrangement process. Ensure that multiple stage data of the same node are arranged in chronological order and closely connected, and there shall be no cross-node insertion or number misplacement. Through the above complete processing process, the filtered stage displacement data is obtained.

[0066] S103: Based on the filtered phase displacement data, the data are arranged in the order of node sampling time to obtain a phase displacement data group;

[0067] First, the data file recorded by the mid-span node displacement measurement device is called to extract the vertical displacement change value of each node in each stage. The node number is identified and classified to ensure that the data of the same node in different construction stages are classified under a unified number. The displacement change value corresponding to each group of timestamps is parsed and processed according to the timestamp in the node displacement data. The displacement change value corresponding to each group of timestamps is extracted as a single record. The node number is used as the first-level index and the sampling time is used as the second-level index. A node displacement change database is established. The time interval check method is used to screen the continuous data groups with a sampling time interval of less than 10 minutes. The data that meets the conditions are included in the valid data set. For the data with a time interval of more than 10 minutes, the data that meets the conditions are included in the valid data set. For data groups with a duration of 10 minutes, the stage identification is updated according to the node number, and isolated point data are eliminated according to the stage grouping rules. If the time interval between two consecutive sampling groups of a node is within 10 minutes, and the corresponding displacement change amplitude is less than 5 mm, it is recorded as the same stage data group, otherwise it is assigned to different stages. In the example, the sampling time of node number A01 in the first stage is 0, 8, and 16 minutes, respectively, and the corresponding displacement changes are 2.5 mm, 2.8 mm, and 3.1 mm, respectively. Since the time interval and displacement change amplitude meet the conditions, they are classified into the same data group. For the valid data groups under the node number, they are arranged in chronological order to ensure that the data The data has consistency and temporal rationality in horizontal comparison and vertical statistics. For situations where the timestamps are the same but the displacement change values ​​are different during the sorting process, the average value processing method is adopted. For example, when the node number A02 records two data within 5 minutes, and the displacement change values ​​are 4.2 mm and 4.6 mm respectively, the average value is calculated to be 4.4 mm and stored as a unified record in the phased data group. For data with repeated node numbers and timestamp differences of less than 1 minute, records with displacement changes of less than 2 mm are eliminated, and records with larger changes are retained to ensure that only representative data points are retained in the data set. Further analysis of the sorted data is carried out. The data group performs fluctuation amplitude verification and counts the displacement change difference between two adjacent data records. If the change difference exceeds 20 mm, the node data is marked as an abnormal node and the corresponding data group is eliminated to prevent data distortion. In the example, the displacement changes of node number A03 in the 5th and 15th minutes are 12 mm and 34 mm respectively, with a difference of 22 mm, which exceeds the standard deviation verification threshold of 20 mm. Therefore, the data group record of this node in this stage is deleted. For the remaining stage data groups, they are combined and marked according to the node number and stage number to form a node-stage data pair, and the corresponding vertical displacement change sequence is recorded to obtain the stage displacement data group.

[0068] The specific steps of S2 are:

[0069] S201: Based on the node phase displacement data set, vertical displacement change data of the path start node and the end node are selected according to the prestressed steel tendon path connection relationship to obtain the path node start and end point displacement data set;

[0070] First, the vertical displacement data for each node at each stage is extracted from the node's staged displacement data set. The change in each node's displacement value reflects the node's vertical motion at different stages. The node's vertical displacement data is obtained by measuring the node's vertical displacement changes over various time periods. The displacement data for the starting and ending nodes are acquired using sensors or measuring equipment. With known measurement accuracy, the displacement data for each node over a specified time period is collected. Next, the vertical displacement change data for the starting and ending nodes of the path are determined using the path's connectivity. For example, on a steel tendon path, the vertical displacement data for a segment from starting node A to ending node B may be affected by various factors, including load changes, the passage of time, and the elasticity of the material itself. Based on the path's connectivity, the vertical displacement change data for the starting and ending nodes are extracted. The relative positional relationships of the nodes along the path are then used to calculate the relative displacement changes between the nodes. Further analysis of the measured vertical displacement data yields a dataset of the path's starting and ending node displacements.

[0071] S202: Calculating the vertical displacement difference between the starting and ending nodes of the path based on the path node start and end displacement datasets, classifying and sorting the path nodes according to the size of the difference, and generating path node classification and sorting data;

[0072] The calculation formula for the vertical displacement difference between the starting node and the ending node of the path is as follows:

[0073]

[0074] Where Δd i Represents the vertical displacement difference of the i-th path, Represents the vertical displacement value of the end node of the i-th path, represents the vertical displacement value of the starting point node of the i-th path, n represents the total number of path nodes, k represents the sequence number of the path node, Represents the vertical displacement value of the end node of the kth path, Represents the vertical displacement value of the starting node of the kth path, d i Represents the total spatial length of the i-th path;

[0075] Calculation example:

[0076] Assume the following measured data:

[0077] n=5,d i =200 meters

[0078] 15.5, 12.8, 18.2, 13.9, 11.6;

[0079] 10.0, 8.2, 12.7, 9.5, 7.8;

[0080] First, calculate the single path difference

[0081] Δz i =15.5-10.0=5.5 meters;

[0082] In the summation The values ​​are:

[0083] (15.5-10.0) 2 ,(12.8-8.2) 2 ,(18.2-12.7) 2 ,(13.9-9.5) 2 ,(11.6-7.8) 2 ;

[0084] =30.25,21.16,30.25,19.36,14.44;

[0085] Calculate the sum of these values:

[0086] Sum=30.25+21.16+30.25+19.36+14.44=115.46;

[0087] Divide the sum by n×d i :

[0088]

[0089] Calculate Δd i :

[0090]

[0091] These results indicate that calculating the vertical displacement variation provides a quantitative measure for assessing the degree of vertical displacement variation between path nodes. This value, reflecting the difference in height variation between nodes, is crucial for assessing and ranking the spatial variation patterns of paths, aiding further analysis of path structure or design.

[0092] S203: Based on the classification and sorting data of the path nodes, the vertical displacement change trends of all nodes on the same path are integrated to obtain the deformation response file of the path;

[0093] First, extract each path number and its corresponding node set from the path node classification and sorting data, read the staged vertical displacement change value corresponding to each node, and sort the node numbers and node displacement values ​​to form a preliminary arrangement list. For example, the node numbers corresponding to path P01 are N201, N202, N203, and N204, respectively. The vertical displacement of node N201 is 2.1 mm, the vertical displacement of N202 is 2.4 mm, the vertical displacement of N203 is 2.8 mm, and the vertical displacement of N204 is 3.0 mm. After completing the preliminary archiving of node displacement, the displacement change of each node on the same path is calculated. The values ​​are arranged in ascending order according to the node identification. The node number dislocation phenomenon is prohibited during the arrangement process. After the arrangement is completed, the change trend is judged. The trend line is arranged according to the increase or decrease of the vertical displacement change when the node numbers are arranged continuously. The specific judgment standard is that if the difference Δw of the displacement change value of adjacent nodes is greater than 0.1mm, it is judged as an upward trend. If Δw is less than -0.1mm, it is judged as a downward trend. If Δw is between -0.1mm and 0.1mm, it is judged to be basically flat. For example, the displacement change from N201 to N202 Δw = 2.4-2.1 = 0.3mm, which is an upward trend. , N202 to N203 changes Δw = 2.8-2.4 = 0.4mm, continuing the upward trend, forming an overall continuous upward change. If the node N301 in path P02 is displaced by 4.0mm, N302 is displaced by 3.5mm, and N303 is displaced by 3.4mm, a continuous downward trend is formed. For the node change trend within each path, a corresponding change trend record table is generated. The record table must include the path number, node number sequence, node displacement change value, and displacement change trend category between nodes. The trend category mark is uniformly U (increasing), D (descending), and F (sustained). The identifiers are filled in the order of changes between nodes. After the arrangement is completed, the overall change trend of each path is summarized and described. The description field includes the number of nodes, the number of continuous rising segments, the number of continuous descending segments, and the number of flat segments. For example, path P01 contains 4 nodes, the number of continuous rising segments is 3, the number of flat segments is 0, and the number of descending segments is 0. Path P02 contains 3 nodes, the number of rising segments is 0, the number of descending segments is 2, and the number of flat segments is 0. After completing the description of the change trend of each path, the data of each path are collected and unified into a standard format archive data to obtain the deformation response file of the path.

[0094] The specific steps of S3 are:

[0095] S301: Based on the path nodes marked in the path deformation response file, extract the friction change values ​​recorded by the friction dynamic tester and the slip change recorded by the anchor retraction monitoring device during the node construction period, merge the node friction change and slip change according to the construction stage, and obtain the path node friction and slip dataset;

[0096] First, read all the path node numbers marked in the deformation response file of the path. Each node should be associated with the corresponding construction time period information. Then, by matching the node number and time period, extract the friction change value of the corresponding node in the data recording table of the friction dynamic tester. This value is the real-time measurement result of the friction change during the tensioning process, and the unit is Newton (N). For example, the friction change value of node N401 is 1200N in the initial tensioning stage and 1400N in the load loading stage. At the same time, extract the node slip change recorded by the anchor retraction monitoring device. This change is the retraction distance of the anchor end after tensioning force is applied, and the unit is millimeter (mm). For example, the retraction of node N401 in the initial tensioning stage is 2.5mm, and the retraction in the load loading stage is 3.1mm. During the extraction process, it is necessary to double-check the number and time of the friction change value and slip change value in each stage to avoid data Mismatch, for the extracted data items, they are merged and sorted according to the construction stage. The node number is the primary key and the stage number is the secondary key. The friction change value and slip change are used as data fields. During the merging process, if the friction change value is missing or the slip change is abnormal (such as exceeding the reasonable fluctuation range of 5mm), the abnormal mark needs to be recorded, but it is not removed for subsequent verification and supplement. For example, the data of node N401 in the initial tensioning stage is merged into 1200N and 2.5mm, and in the load loading stage it is merged into 1400N and 3.1mm. After the merging is completed, all data records are arranged in ascending order of path number and node number. The order of data table fields is path number, node number, stage number, friction change value, and slip change. The data units are unified and standardized. The friction change value retains integer digits and the slip change retains one decimal place. After all node data are processed, the path node friction and slip dataset is obtained.

[0097] S302: Based on the friction and slip dataset of the path nodes, the friction change values ​​and slip change values ​​of the nodes are merged according to the construction stage, the node tension change values ​​are calculated, and the nodes are merged and arranged according to the node numbers to generate the node friction and slip merged data;

[0098] The calculation formula for the change in node tension is:

[0099]

[0100] Where Δθ v Represents the change in tension at node v, Δφ v Represents the friction change value of node v, Δλ vq represents the slip change corresponding to node v at construction stage q, and y represents the number of construction data of node v at all construction stages. Represents the absolute value of the difference between the friction change value of the node v and the weighted average value of the slip, Represents the sum of the absolute values ​​of all slip changes of node v;

[0101] Assume that the construction phase data of node v is as follows:

[0102] Δφ v =500N (friction change at node v);

[0103] Δλ v1 =2mm, Δλ v2 =3mm, Δλ v3 =4mm (slip variation of node v in three construction stages);

[0104] y = 3 (the number of data points of node v in the three construction stages);

[0105] The calculation process is as follows:

[0106] Calculate Δλ vi ×Δφ v Value:

[0107] Δλ v1 ×Δφ v =2mm×500N=1000mm·N;

[0108] Δλ v2 ×Δφ v =3mm×500N=1500mm·N;

[0109] Δλ v3 ×Δφ v =4mm×500N=2000mm·N;

[0110] Calculate Δλ vi ×Δφ v The average value of:

[0111]

[0112] Calculate Δφ v Absolute value of the difference from the mean:

[0113]

[0114] Calculate Δλ vi The sum of:

[0115]

[0116] Calculate Δθ v :

[0117]

[0118] This result shows that the calculated Δθv ≈94.87 N·mm represents the change in tension at node v during construction. This value reflects the degree of change in tension due to friction and slip at the node during construction. By comparing the Δθ values ​​at different nodes, we can assess the force changes at each node during construction, providing a basis for optimizing the construction process.

[0119] S303: Based on the node friction and slip merged data, the node tension setting values ​​are corrected and arranged in order to obtain a path node tension correction list;

[0120] First, six basic data items, including path number, node number, construction stage number, friction change value, slip change value, and node initial tension setting value, are extracted from the node friction and slip merge data. During the extraction process, the node number and path number are double-confirmed to ensure that the node-to-path relationship is correct. For example, node N501 belongs to path P05, node N502 belongs to path P05, and node N503 belongs to path P06. When extracting data, the data is merged in the order of construction stages to ensure that each node has independent data in its respective stage. Record, then, for the extracted node data, compare and process according to the deviation relationship between the friction resistance change value and the slip change amount and the initial tension setting value. In the comparison process, the node initial tension setting value is used as the reference standard. When the friction resistance change value increases compared with the initial friction resistance reference value, it is considered that the node tension setting value needs to be adjusted upward. When the slip change amount increases compared with the initial slip reference amount, it is considered that the node tension setting value also needs to be adjusted upward. If the friction resistance change value or the slip change amount decreases, it is considered that the node tension setting value can remain unchanged or be slightly reduced. The adjustment direction is manually marked according to the change trend. For example, if the friction change value of node N501 is higher than the reference value and the slip change increases in the initial tensioning stage, the tensioning setting value of node N501 is adjusted upward. If the friction change value of node N502 is basically the same as the reference value and the slip change increases slightly in the load loading stage, the tensioning setting value of node N502 is basically maintained. If the friction change value of node N503 decreases and the slip change does not change significantly, the tensioning setting value of node N503 is slightly reduced. The adjustment range is manually marked as upward, downward, or maintain. After the adjustment is completed, all node records are sorted in ascending order according to the path number. Nodes within the same path are sorted in ascending order according to the node number. After the sorting is completed, a standard data table is generated. The table fields are path number, node number, construction stage number, and revised tensioning setting identifier. The revised tensioning setting identifier only indicates the adjustment direction and does not make specific numerical corrections. The data table is saved in a unified format. Each record must have clear path attribution information and stage number identifier. Through the above sorting process, a path node tensioning correction list is obtained.

[0121] The specific steps of S4 are:

[0122] S401: Based on the path node tensioning correction list, obtain the vertical displacement change data collected from the support nodes during the construction period, classify them according to the support node numbers and construction stage division information, and generate a support node vertical displacement dataset;

[0123] First, extract the node number corresponding to the corrected tension setting value under each path in the path node tension correction list, and match it with the node monitoring number arranged at the support position during construction by matching the node number list, and extract the vertical displacement change records of the corresponding support node in different construction stages. During the extraction process, the correspondence between the node number and the construction stage number should be checked to ensure that the displacement change data of the support node is attributed to the correct stage classification. For example, the vertical displacement change value of support node S601 in the initial tensioning stage is 2.1mm, and in the load loading stage, it is 0.01mm. The change value of the segment record is 2.5mm, and the change value of the segment record is 2.9mm in the tensioning completion stage. The displacement change values ​​of node S602 in each stage are 1.9mm, 2.3mm and 2.8mm respectively. During extraction, if the node number exists in the tensioning correction list but is missing in the construction monitoring data, the missing mark is recorded and not deleted for subsequent abnormal processing. Subsequently, the collected displacement change data are classified according to the construction time node and node number. The classification rule uses the node number as the primary key, the construction stage number as the secondary key, and the vertical displacement change value as the field value. During classification, if there are multiple sampling data for the same node in a certain stage, the sampling data close to the set time of the construction node will be given priority. For example, if the set time of the initial tensioning stage is 8:00 on June 10, the actual sampling record closest to the set time will be selected. After the classification is completed, the multi-stage displacement data of each node are uniformly sorted to form a node displacement change time series. During the sorting process, the node numbers are required to be arranged in ascending order, and the construction stage numbers are arranged in the order of the construction process, such as the initial tensioning stage, load loading stage, and tensioning completion stage. The node record format is unified, and the field order is node number, construction stage number, vertical displacement change value. The unit is unified in millimeters, and the value is rounded to one decimal place. If the original record exceeds one decimal place, it will be rounded off, for example, 2.14mm is adjusted to 2.1mm, and 2.16mm is adjusted to 2.2mm. After all the data are sorted, they are assigned to the node number according to the path number to ensure that the support node displacement change data can correctly correspond to the path relationship in the path node tensioning correction list. After the above extraction, classification, and sorting, the support node vertical displacement dataset is generated.

[0124] S402: Based on the support node vertical displacement data set, path nodes whose displacement change amplitude exceeds the set offset reference value are screened, the support node numbers are called to match the offset reference value, and the screening is performed to generate a list of nodes with excessive offsets;

[0125] First, all node numbers, corresponding construction stages and recorded vertical displacement change values ​​are extracted from the support node vertical displacement data set. Then, the correspondence between the node number and the path node tensioning correction list is established to ensure that the current node source path is clear. After the extraction is completed, the offset reference value list is called according to the construction stage type and node layout standard. The list sets different reference threshold ranges according to the stage. For example, the offset reference value is set to 3.0mm in the initial tensioning stage, 4.0mm in the load loading stage, and 4.5mm in the tensioning completion stage. All node displacement change values ​​need to be matched with the corresponding threshold value according to the stage to make offset judgment. The judgment process is based on the support node number, and the offset reference value corresponding to each node in each stage is matched to identify whether there is an over-limit situation. If the displacement change value of node N701 in the tensioning completion stage is 5.2mm, the offset reference value is 4.5mm. The node is marked as an over-limit node. If the displacement of node N702 in the initial tensioning stage is 2.7mm and the reference value is 3.0mm, it is considered to be within the limit and no record is made. For nodes judged to be over-limit, their node number, path number, construction stage, offset reference value, actual displacement change value and over-limit mark are recorded. The mark "Y" represents over-limit and "N" represents not over-limit. The node over-limit mark is only applicable to the case where the actual value exceeds the offset reference value. After the classification is completed, all node information with the "Y" mark is extracted, arranged in ascending order by path number and in order of node number, and a standard format screening record table is output. The field order includes path number, node number, construction stage, reference value, actual value, and over-limit mark. The screening table is used as the basic data table for subsequent node space adjustment. Through the above-mentioned extraction, judgment, matching, screening and other operation processes, a list of over-limit offset nodes is generated.

[0126] S403: Based on the list of over-limit offset nodes and the actual displacement change trend of the nodes, fine-tune the node spatial layout or redistribute the local density to obtain stage path node adjustment data;

[0127] First, extract the node numbers, path numbers, construction stages and recorded vertical displacement change values ​​of all nodes marked as over-limit from the over-limit offset node list, match the node numbers with the arrangement order of the paths to which they belong in the construction layout diagram, confirm the spatial position of each over-limit node in the path, and retrieve the vertical displacement change records of the nodes in multiple construction stages to generate a multi-stage displacement trend line for the corresponding node. The trend line is used to determine whether the node is in a state of continuous rise, continuous decline or stage-by-stage fluctuation. For example, the displacements of node N801 in the initial tensioning, load loading and tensioning completion stages are 2.4mm, 2.9mm and 3.6mm respectively, then the trend is continuous rise. If the displacements of N802 in the three stages are 3.2mm, 3.1mm and 3.3mm, then it is judged to be slight fluctuation. After the displacement trend is generated, combine the trend type with the spatial layout position of the node. If the node is in a continuous rise trend and is located in the middle of the path or in the force concentration section, it is recommended to retain the original position and add adjacent monitoring nodes nearby to improve the path. In response to the analyzed density coverage, for example, auxiliary numbers N801-A and N801-B are added on both sides of N801. If a node is located at the end of the path and its trend fluctuates significantly, the node is fine-tuned toward the center of the structure. The specific layout direction is adjusted based on the direction of the bridge's main span axis, and a new node reference point is selected within a range of 0.5 to 1.0 meters. If the spacing between nodes exceeds the specified node layout density upper limit, the number of nodes in the current section is increased to maintain density uniformity. For example, if the original spacing between N803 and N804 is 4.5 meters, and the layout density upper limit is 3 meters, a new node numbered N803-N is added within this spacing and interpolated layout is performed. After trend identification and adjustment marking of all exceeding nodes, the position annotation of each node on the layout diagram is updated, and a node adjustment record is created. The record fields include the original node number, adjustment type, adjustment direction, addition or shift mark, corresponding construction stage, and adjusted position number. The results are output in ascending order of path number. Through this entire process, the stage path node adjustment data is obtained.

[0128] The specific steps of S5 are:

[0129] S501: Based on the stage path node adjustment data, extract the temperature change data of the mid-span nodes and support nodes along the longitudinal arrangement of the bridge during construction, organize the temperature change rates according to the node number and time sequence, and generate a node temperature change data set;

[0130] First, the time nodes of each stage of the bridge are divided according to the construction progress. For example, the construction stage is divided into three stages: foundation pouring, beam segment assembly, and prestressing, which correspond to time nodes T1 (0-15 days), T2 (16-30 days), and T3 (31-45 days) respectively. For the mid-span nodes (numbered N101-N110) and support nodes (numbered Z201-Z210), the longitudinal surface temperature data of the bridge is collected every 2 hours through temperature sensors. For example, the temperature of the N101 node is recorded as 28°C at 12:00 on the 5th day of the T1 stage, and as 32°C at 14:00. The temperature change rate is calculated to be (32-28) / 2=2.0°C / h. The rate is compared with the preset threshold value of 0.5°C / h (based on the per hour allowed by the thermal expansion coefficient of concrete). If the rate exceeds the threshold, the node is marked as a "high change zone" in the current time period. For the Z201 node, the temperature recorded at 8:00 on the 20th day of the T2 phase is 20°C, and at 10:00 it is 21°C, with a rate of 0.5°C / h, which is judged to be in the "normal zone". The original dataset containing the number, timestamp, temperature value, and rate is generated for each node. After arranging them in ascending order by node number, the data of the same node are merged in chronological order. For example, the temperature data of N101 for 5 consecutive days in the T1 phase are arranged by timestamp from 06:00 to 18:00, and the abnormal values ​​caused by sensor failure are eliminated (for example, when the temperature suddenly changes to 50°C at a certain moment, the data of adjacent time points are compared. If the deviation exceeds ±10°C, it is considered invalid), and the node temperature change dataset is generated.

[0131] S502: Based on the node temperature change data set, divide the node into independent response segments according to the absolute difference in temperature change rate, group and organize the nodes within the segment, and generate a segment division node list;

[0132] First, the temperature values ​​of adjacent timestamps are intercepted at 5-second intervals. For example, the temperature value of node A at timestamp t1 = 10:00:00 is 35.2°C, and the temperature value at t2 = 10:00:05 is 35.8°C. The difference of 0.6°C is subtracted from the two temperature values ​​and divided by the 5-second time interval. The temperature change rate of the current period is calculated to be 0.12°C / s. The same calculation is performed on the temperature value of 36.7°C in the next period t2 = 10:00:05 to t3 = 10:00:10, and the rate is 0.18°C / s. The rate values ​​of 0.12°C / s and 0.18°C / s in the adjacent periods are substituted into the difference operation, and the absolute value is 0.06°C / s. The threshold is set to 0.0 5℃ / s. If the difference exceeds the threshold, a segment boundary marker is inserted at the corresponding timestamp. For example, the rate difference of node B from time period t3 to t4 is 0.08℃ / s, which triggers the boundary marker to generate the starting point of the new segment S2. After the segment division is completed, the rate values ​​of all nodes in the same segment are extracted and divided into groups according to the preset ranges of 0.10-0.15℃ / s and 0.16-0.20℃ / s. For example, node A with a rate of 0.12℃ / s is classified into group G1, and node C with a rate of 0.18℃ / s is classified into group G2. After traversing all segment nodes, the segment numbers and node ownership information are arranged in chronological order. For example, segment S1 contains nodes A (G1) and node C (G2), and segment S2 contains nodes B(G1) generates the list item "Section S1: Node A-G1, Node C-G2; Section S2: Node B-G1", where the threshold of 0.05°C / s is set based on the fact that when the rate difference between adjacent time periods exceeds this value in historical data statistics, the node thermal stress distribution is significantly different. For example, in a certain engineering case, when the rate difference is 0.05°C / s, the temperature gradient between nodes exceeds the linear expansion range of the material and needs to be processed in independent sections. The grouping ranges of 0.10-0.15°C / s and 0.16-0.20°C / s are divided based on the fact that for similar materials, the thermal compensation requirement is in the linear range when the rate is lower than 0.15°C / s, and a nonlinear compensation strategy needs to be enabled when the rate is higher than 0.15°C / s. The rate of point C is 0.18℃ / s, which triggers group G2. A higher compensation weight is used. The logic for inserting segment boundary markers is to traverse all node time series data, calculate the rate difference in each period, and compare it with the threshold. If the difference exceeds the threshold for three consecutive periods, it is marked as a stable boundary point. For example, the difference of node B in the periods t3, t4, and t5 is 0.08, 0.07, and 0.09℃ / s respectively. In this case, a boundary point is inserted at t3. After the nodes in the segment are grouped, the group label is associated with the node coordinates and rate values. For example, the rate of the coordinate (X1, Y1) of node A in group G1 is 0.12℃ / s, and the rate of the coordinate (X3, Y3) of node C in group G2 is 0.18℃ / s. A list of segment division nodes is generated.

[0133] S503: Based on the node list of the segment division, the path nodes in each segment are selected for initial tension setting, and the tension of the corresponding nodes is adjusted according to the temperature variation of the segment to obtain a fully parametric tendon layout dataset;

[0134] First, extract the node list under the specified section. For example, section S1 contains node A (group G1) and node C (group G2). Call the parameter database to obtain the initial tension setting value of node A, 200kN, and the initial setting value of node C, 220kN. Synchronously call the temperature monitoring records of all nodes in the section within the time range, traverse the temperature data of node A, and count its minimum temperature of 32°C and maximum temperature of 52°C from the start time point to the end time point of the section. Calculate the difference to obtain a temperature change amplitude of 20°C. Use the temperature compensation standard for prestressed steel in the engineering material specification and set the tension adjustment amount for each degree Celsius change to 0.6kN. Substitute the initial tension of node A, 200kN, and the temperature change amplitude of 20°C, into the adjustment calculation. Multiply 20 by 0.6 to obtain a compensation amount of 12kN. Add it to the initial value to obtain an adjusted tension of 212kN. Similarly, process the initial value of node C, 220kN, and add the compensation amount of 12kN to obtain 232kN. For other nodes in the section, for example, the initial tension force of node D is 180kN. The same temperature change amplitude of 20℃ and the adjustment amount of 0.6kN / ℃ are used to calculate the adjusted value of 192kN. The operator binds the adjusted tension value to the node coordinate information. For example, the coordinates (X1, Y1) of node A correspond to 212kN, and the coordinates (X3, Y3) of node C correspond to 232kN. The node parameters of the same steel beam connection are integrated into data entries according to the steel beam number, such as steel beam B1 Nodes A and C are associated to form the entry "Tendon B1: Node A (212 kN, 20°C, X1, Y1), Node C (232 kN, 20°C, X3, Y3)". When traversing other sections, for example, in section S2, where the temperature changes by 15°C and the adjustment is 0.5 kN / °C, the initial tension force of node B (190 kN) is adjusted to 197.5 kN after compensation calculation, and the initial value of node E (210 kN) is adjusted to 217.5 kN, thus obtaining a fully parametric tendon layout dataset.

[0135] See also Figure 2 , a fully parametric prestressed steel tendon modeling system, including:

[0136] The data acquisition and processing module obtains the vertical displacement change data recorded by the mid-span node displacement measurement device during the initial tensioning stage, load loading, and tensioning completion stages. The data is assigned to the stages according to the construction time nodes, and the data is integrated according to the mid-span node identification number. Abnormal missing values ​​are screened and eliminated, and the data is arranged in the order of node sampling time to obtain the node stage displacement data set.

[0137] The path node processing module selects the vertical displacement change data of the path starting and ending nodes based on the node stage displacement data set and the prestressed steel tendon path connection relationship, calculates the displacement difference, classifies and sorts it, and integrates the displacement change trends of the nodes in the same path to obtain the path deformation response file;

[0138] The node correction module extracts the friction change values ​​recorded by the friction dynamic tester and the slip change recorded by the anchor retraction monitoring device during the node construction based on the path nodes marked in the path deformation response file. It then merges and corrects the node tensioning setting values ​​according to the construction stage to obtain the path node tensioning correction list.

[0139] The node adjustment module obtains the vertical displacement change data of the support nodes during the construction period based on the path node tensioning correction list, selects the path nodes whose displacement change amplitude exceeds the set offset reference value, and fine-tunes the spatial position of the node or redistributes the local node density according to the actual displacement change trend of the node to obtain the stage path node adjustment data;

[0140] The layout correction module extracts the temperature change data of the mid-span nodes and support nodes along the longitudinal arrangement of the bridge during construction based on the stage path node adjustment data. It divides the independent response sections according to the absolute difference in the temperature change rate, selects the initial tensioning force of the path nodes within the section, and adjusts the path node tensioning force according to the temperature change amplitude of the section to obtain a fully parametric steel strand layout dataset.

[0141] The above description is merely a specific embodiment of the present invention, but the scope of protection of the present invention is not limited thereto. Any modifications or substitutions that can be easily conceived by a person skilled in the art within the technical scope disclosed in the present invention should be included in the scope of protection of the present invention. Therefore, the scope of protection of the present invention should be based on the scope of protection of the claims.

Claims

1. A method for constructing a fully parametric prestressed steel tendon model, characterized in that: The following steps are involved: S1: Obtain the vertical displacement change data recorded by the mid-span node displacement measurement device during the initial tensioning stage, load loading, and tensioning completion stages, integrate them by node number, and filter out abnormal missing values ​​to obtain a stage-by-stage displacement data set; S2: Based on the staged displacement data set, the displacement data of the start and end nodes are selected according to the connection relationship of the steel tendon path, the displacement differences are calculated and classified, and the node displacement change trends are integrated to obtain the deformation response file of the path; S3: Based on the marked path nodes in the path deformation response file, according to the friction change value and anchor slip change during the construction of the path nodes, the node tensioning setting values ​​are merged and corrected according to the construction stage to obtain a path node tensioning correction list; S4: Based on the path node tensioning correction list, obtain the vertical displacement change data of the support nodes during the construction period, screen out the nodes with abnormal displacement amplitudes, fine-tune the spatial positions of the nodes according to the actual trend, and obtain the stage path node adjustment data; S5: Based on the path node adjustment data of the stage, the temperature change data of the mid-span node and the support node are extracted, the response sections are divided, and the path node tensioning parameters are adjusted to obtain a fully parametric steel strand layout data set.

2. The method for constructing a fully parametric prestressed steel tendon model according to claim 1, characterized in that: The stage displacement data group includes a node number identifier, a stage division identifier, a vertical displacement change, and a node sampling time sequence identifier. The deformation response file of the path includes displacement change data of the path starting point, displacement change data of the path end point, path node classification and sorting information, and a path node displacement change trend curve. The path node tensioning correction list includes node friction change value, node slip change, construction stage division information, and node tensioning set value correction. The stage path node adjustment data includes vertical displacement change of support nodes, node offset amplitude assessment results, node spatial position fine-tuning amount, and local node density adjustment information. The fully parametric steel bundle layout data set includes section division identifier, path node initial tensioning force parameters, temperature change amplitude adjustment amount, and section supplementary correction parameters.

3. The method for constructing a fully parametric prestressed steel tendon model according to claim 1, wherein: The specific steps of S1 are: S101: Obtain vertical displacement change data recorded by the mid-span node displacement measurement device during the initial tensioning stage, load application, and tensioning completion stages, assign the data to each stage based on the construction time node, and generate a stage-by-stage displacement dataset; S102: Based on the phased displacement data set, the data is integrated according to the mid-span node identification number, and abnormal missing values ​​are filtered and removed to obtain filtered phased displacement data; S103: Based on the filtered phase displacement data, the data are arranged in order of node sampling time to obtain a phase displacement data group.

4. The method for constructing a fully parametric prestressed steel tendon model according to claim 1, wherein: The specific steps of S2 are: S201: Based on the node phase displacement data set, vertical displacement change data of the path start node and the end node are selected according to the prestressed steel tendon path connection relationship to obtain the path node start and end point displacement data set; S202: Calculating the vertical displacement difference between the path start point node and the path end point node based on the path node start and end point displacement dataset, classifying and sorting the path nodes according to the size of the difference, and generating path node classification and sorting data; S203: Based on the path node classification and sorting data, the vertical displacement change trends of all nodes on the same path are integrated to obtain a deformation response file of the path.

5. The method for constructing a fully parametric prestressed steel tendon model according to claim 4, characterized in that: The calculation formula of the vertical displacement change difference between the starting node and the end node of the path is specifically: Where Δd i Represents the vertical displacement difference of the i-th path, Represents the vertical displacement value of the end node of the i-th path, represents the vertical displacement value of the starting point node of the i-th path, n represents the total number of path nodes, k represents the sequence number of the path node, Represents the vertical displacement value of the end node of the kth path, Represents the vertical displacement value of the starting node of the kth path, d i Represents the total spatial length of the i-th path.

6. The method for constructing a fully parametric prestressed steel tendon model according to claim 1, wherein: The specific steps of S3 are: S301: Based on the path nodes marked in the deformation response file of the path, extract the friction change values ​​recorded by the friction dynamic tester and the slip change recorded by the anchor retraction monitoring device during the node construction period, merge the node friction change and slip change according to the construction stage, and obtain the path node friction and slip dataset; S302: Based on the path node friction and slip dataset, merging the friction change values ​​and slip change values ​​of the nodes according to the construction stage, calculating the node tension change values, merging and arranging the nodes according to the node numbers, and generating node friction and slip merged data; S303: Based on the node friction and slip combined data, the node tensioning setting values ​​are corrected and arranged in order to obtain a path node tensioning correction list.

7. The method for constructing a fully parametric prestressed steel tendon model according to claim 6, wherein: The calculation formula of the node tension change value is specifically: Where Δθ v Represents the change in tension at node v, Δφ v Represents the friction change value of node v, Δλ vq represents the slip change corresponding to node v at construction stage q, and y represents the number of construction data of node v at all construction stages. Represents the absolute value of the difference between the friction change value of the node v and the weighted average value of the slip, Represents the sum of the absolute values ​​of all slip changes at node v.

8. The method for constructing a fully parametric prestressed steel tendon model according to claim 1, wherein: The specific steps of S4 are: S401: Based on the path node tensioning correction list, vertical displacement change data collected from support nodes during the construction period are obtained, and the support node numbers and construction stage division information are classified to generate a support node vertical displacement dataset; S402: Based on the support node vertical displacement data set, path nodes whose displacement change amplitude exceeds a set offset reference value are screened, support node numbers are called to match the offset reference value, and screening is performed to generate a list of nodes with excessive offsets; S403: Based on the list of nodes with excessive offset, combined with the actual displacement change trend of the nodes, fine-tune the node spatial layout or redistribute the local density to obtain stage path node adjustment data.

9. The method for constructing a fully parametric prestressed steel tendon model according to claim 1, wherein: The specific steps of S5 are: S501: Based on the stage path node adjustment data, extract the temperature change data of the mid-span nodes and support nodes arranged along the longitudinal direction of the bridge during construction, organize the temperature change rates according to the node numbers and time sequence, and generate a node temperature change data set; S502: Based on the node temperature change data set, divide the node into independent response segments according to the absolute difference in temperature change rate, group and organize the nodes within the segment, and generate a segment division node list; S503: Based on the segment division node list, select the path nodes in each segment for initial tension setting, adjust the tension of the corresponding nodes according to the temperature variation of the segment, and obtain a fully parametric steel strand layout dataset.

10. A fully parametric prestressed steel tendon model construction system, characterized in that: The system is used to implement a fully parametric prestressed steel tendon model construction method according to any one of claims 1 to 9, and the system includes: The data acquisition and processing module obtains the vertical displacement change data recorded by the mid-span node displacement measurement device during the initial tensioning stage, load loading, and tensioning completion stages. The data is assigned to the stages according to the construction time nodes, and the data is integrated according to the mid-span node identification number. Abnormal missing values ​​are screened and eliminated, and the data is arranged in the order of node sampling time to obtain the node stage displacement data set. The path node processing module selects the vertical displacement change data of the path starting node and the end node based on the prestressed steel tendon path connection relationship based on the node phase displacement data group, calculates the displacement difference, classifies and sorts it, and integrates the displacement change trends of the nodes in the same path to obtain the deformation response file of the path; The node correction module extracts the friction change values ​​recorded by the friction dynamic tester and the slip change recorded by the anchor retraction monitoring device during the node construction based on the path nodes marked in the deformation response file of the path, merges and corrects the node tensioning setting values ​​according to the construction stage, and obtains the path node tensioning correction list; The node adjustment module obtains the vertical displacement change data of the support nodes during the construction period based on the path node tensioning correction list, selects the path nodes whose displacement change amplitude exceeds the set offset reference value, and fine-tunes the spatial position of the node or redistributes the local node density according to the actual displacement change trend of the node to obtain the stage path node adjustment data; Based on the path node adjustment data of the aforementioned stage, the layout correction module extracts the temperature change data of the mid-span nodes and support nodes along the longitudinal arrangement of the bridge during construction. It then divides the independent response sections according to the absolute difference in the temperature change rate, selects the initial tensioning force of the path nodes within the section, and adjusts the tensioning force of the path nodes according to the temperature change amplitude of the section to obtain a fully parametric steel strand layout dataset.

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