Intelligent detection and regulation method for vertical asynchronization control in incremental launching construction of steel truss structure

Abstract

The application discloses an intelligent detection and regulation method for vertical asynchronization control in incremental launching construction of a steel truss structure, which comprises embedding displacement sensors and pressure sensors in rubber pad assemblies at the top of replacement piers to collect reference values; establishing a finite element model for the whole incremental launching process to calculate theoretical counterforce values and vertical displacement values of each replacement pier, setting displacement and counterforce early warning thresholds, and establishing an ideal state database; continuously collecting the compression deformation amount of the rubber pad, the support counterforce and the temperature at a set frequency during construction, and transmitting the collected data to a central control system in real time; comparing the measured data with the theoretical values, identifying the working condition type based on displacement and stress characteristic vectors; triggering a four-level early warning signal and generating a regulation instruction according to the working condition; executing the instruction through an automatic system or manually, continuously monitoring and verifying the effect after regulation and feedback, and forming a closed-loop control.

Description

Technical Field

[0001] This invention relates to the field of large-span steel structure jacking construction technology, and in particular to an intelligent monitoring and control method for vertical asynchronous control in steel truss structure jacking construction. Background Technology

[0002] During the steel structure step-by-step jacking construction, the top elevation of the replacement piers cannot accurately meet the design requirements, resulting in asynchronous vertical displacement between the replacement piers. This causes a redistribution of support reaction forces and excessive local reaction forces, which may cause the bearing capacity of the lower chord members or welds to exceed the limit, threatening construction safety.

[0003] The current monitoring methods used in jacking construction have the following technical problems:

[0004] 1. Monitoring methods are limited and rely heavily on manual measurement. Current construction monitoring primarily depends on manual measurement of pier top elevation and displacement using equipment such as levels and total stations. This results in low measurement frequency and long individual measurement times, making continuous monitoring throughout the entire process difficult. Furthermore, obtaining support reactions relies on theoretical conversions or indirect deductions between displacement and reaction forces, lacking direct measurement methods and leading to insufficient data reliability. For example, CN119373031A discloses a dual-span separated bridge jacking construction monitoring system that collects data through displacement and stress-strain sensors. However, it primarily targets real-time monitoring of rubber pad compression deformation during bridge jacking rather than pushing construction. Its main controller displays the monitoring data from each module in real-time via a display module, lacking sufficient early warning capabilities during construction.

[0005] 2. Lack of a tiered early warning mechanism: Existing monitoring systems typically only set a single threshold, issuing an alarm when the monitored data exceeds the threshold. They cannot take differentiated control measures according to different risk levels. For the "early warning state" where the reaction force is close to the limit but has not yet exceeded the limit, the existing system lacks early warning, causing construction personnel to miss the most favorable control opportunity.

[0006] 3. Weak control capability: In existing steel truss jacking construction processes, monitoring and control are often separated. For example, monitoring data is collected and reported by surveyors, while control commands are issued by technicians based on experience. This results in information transmission delays and human judgment biases. For instance, CN120250486A discloses an adaptive intelligent jacking method and monitoring system for steel trusses, which sets alarm ranges by monitoring longitudinal horizontal forces. However, it mainly addresses the problem of requiring extensive manual intervention for multi-point synchronous jacking and does not involve graded early warning and control based on rubber pad compression deformation.

[0007] 4. The identification of asynchronous working conditions is not intelligent. Existing methods cannot automatically identify the type of asynchronous working condition currently in use based on monitoring data (such as "displacement has not reached the threshold but stress is high", "displacement has reached the threshold and stress has entered the high zone", "displacement has reached the threshold but stress is still in the low zone", etc.), resulting in a lack of targeted control response.

[0008] Therefore, there is an urgent need for a method that can utilize the compression deformation characteristics of rubber pads for real-time monitoring, graded early warning, and closed-loop intelligent control to solve the above-mentioned technical problems. Summary of the Invention

[0009] To address the aforementioned problems in existing technologies, the purpose of this invention is to provide an intelligent monitoring and control method for vertical asynchronous control during the jacking construction of steel truss structures. This method solves the problems of the inability to monitor vertical asynchronous displacement caused by deviations in the elevation of the replacement pier top during existing steel structure jacking construction, low accuracy and poor timeliness of manual measurements, delayed early warning response, and untimely control due to reliance on manual experience.

[0010] To solve the above problems, the present invention adopts the following technical solution: an intelligent detection and control method for vertical asynchronous control during the jacking construction of steel truss structures, the method comprising the following steps:

[0011] Step 1: Sensor deployment and calibration. Sensors are installed on the supports between the steel truss and the replacement piers. The supports are elastic support interfaces composed of rubber pads and steel plates. Displacement sensors are installed inside the rubber pad assembly at the top of each replacement pier or on the side of the replacement pier. Pressure sensors are installed between the rubber pads and the replacement piers or between the rubber pads and the steel plates to collect the reference values ​​of each sensor in the initial state.

[0012] Step 2: Finite element analysis and parameter setting. Establish a finite element model of the entire jacking process of the steel truss structure. Discretize the jacking process into several construction steps, with each construction step corresponding to a jacking stroke position. Perform static analysis on each stroke position to extract the theoretical reaction force value and theoretical vertical displacement value of the corresponding support, and establish the ideal state data of the stroke. Combine the ideal state data of all strokes to establish an ideal state database. At the same time, according to the project requirements, set the displacement warning threshold and reaction force warning threshold for each support.

[0013] Step 3: Real-time monitoring and data acquisition during construction. During the jacking construction process, real-time data from the sensors described in Step 1 are continuously acquired at a set frequency, including the real-time compression deformation data acquired by the displacement sensor. Real-time reaction force value collected by pressure sensor The real-time data is transmitted to the central control system.

[0014] Step 4: Deviation Analysis and Working Condition Identification. The central control system compares the current real-time data with the theoretical ideal data of the corresponding construction step to calculate the deviation. Based on the measured displacement and reaction force values, it compares the displacement warning threshold and reaction force warning threshold preset in Step 2 to determine the working condition type of the current support.

[0015] Step 5: Graded early warning and control decision-making. Based on the working condition type determined in Step 4, trigger the corresponding level of early warning signal and generate the corresponding control command. The command includes adjusting the lifting height of the corresponding replacement pier or the output of the jacking jack.

[0016] Step Six: Control Execution and Feedback. The control commands are executed through an automatic control system or manually via a terminal. After control, continuous monitoring is performed to verify the control effect, and feedback is sent to the central control system.

[0017] Furthermore, the installation of displacement sensors inside the rubber pad assembly at the top of each replacement pier or on the side of the replacement pier is as follows:

[0018] The displacement sensor is any one of a laser displacement sensor, a wire displacement sensor, or an ultrasonic displacement sensor, used to test the compression deformation of the rubber pad. The displacement sensor is located inside the rubber pad or installed on the side of the replacement block.

[0019] Furthermore, the installation of a pressure sensor between the rubber pad and the replacement block or between the rubber pad and the steel plate is specifically as follows:

[0020] The pressure sensor is either a thin-film pressure sensor or a column-type pressure sensor, and it is installed between the rubber pad and the replacement pier or between the rubber pad and the steel plate to measure the vertical pressure borne by the support; the measurement range of the pressure sensor is greater than the maximum reaction force value of the current support.

[0021] Furthermore, it also includes a temperature sensor, which is installed inside the rubber pad to measure the real-time temperature of the rubber pad. Based on the elastic modulus of the rubber pad material at the reference temperature and the elastic modulus at the current temperature, a temperature correction coefficient is determined. The real-time compression deformation is multiplied by this temperature correction coefficient to obtain the temperature-compensated compression deformation.

[0022] Furthermore, the establishment of the finite element model for the entire jacking process of the steel truss structure specifically involves: discretizing the jacking process into several construction steps, with each construction step corresponding to a jacking stroke position, and calculating the theoretical reaction force value of each replacement pier at the corresponding construction step. and theoretical vertical displacement value ,in, Number the replacement pier. Number the construction steps;

[0023] Based on the above calculation results, warning thresholds are set, including:

[0024] Displacement warning threshold When the compression deformation of the rubber pad reaches the displacement warning threshold, an early warning is triggered. The displacement warning threshold is 80% of the maximum allowable compression Δ1 in the first stage. Specifically, the first stage is the low stiffness buffer stage of the rubber pad. In this stage, the compression deformation of the rubber pad is in the range of 0 to Δ1. The rubber pad is supported by the rubber layer and provides a bearing stress of 20 to 40 MPa.

[0025] Displacement limit When the compression deformation of the rubber pad reaches the displacement limit, a limit alarm is triggered. Taking 100% of Δ1, the rubber pad enters the trigger point of the second stage; the second stage is specifically the high stiffness limiting stage of the rubber pad, in which the internal metal structure of the rubber pad and the rubber share the load, providing a load-bearing stress of ≥75MPa.

[0026] reaction force warning threshold An early warning is triggered when the support reaction force reaches the reaction force warning threshold, wherein the threshold is 80% of the bearing capacity limit of the lower chord member or weld of the steel truss.

[0027] reaction force limit An alarm is triggered when the support reaction force reaches this limit value, where the reaction force limit value is 100% of the bearing capacity limit of the lower chord member or weld of the steel truss.

[0028] The aforementioned thresholds are stored in the database of the central control system and used as a benchmark for comparing and judging real-time monitoring data during construction.

[0029] Furthermore, the working condition identification described in step four specifically includes:

[0030] The central control system receives the real-time data collected in step three, specifically including: continuously collecting real-time data from each sensor at a sampling frequency of 1~10Hz during the static stage and each stage of jacking, advancing, and lowering during the jacking construction, including:

[0031] Real-time compression deformation of rubber pad Real-time reaction force value of the support Construction step number and stage status;

[0032] The central control system compares the collected real-time data with the theoretical ideal values:

[0033] Displacement deviation:

[0034] Reaction deviation:

[0035] When the deviation exceeds the set range, the operating condition identification step is triggered, specifically:

[0036] Three types of recognition feature vectors are predefined:

[0037] Operating condition A, Condition A indicates that the rubber pad compression deformation is still in the low range and the reaction force is close to the limit, requiring timely intervention and control.

[0038] Operating condition B, Condition B indicates that the rubber pad has entered or exceeded the second stage, and the asynchronous displacement has reached the control critical value. It is necessary to immediately check the truss alignment or consider suspending construction and adjusting parameters.

[0039] Operating condition C, but Condition C indicates that the rubber pad has large compression deformation but the reaction force has not increased synchronously, so the condition of the rubber pad (2) needs to be checked.

[0040] Operating condition D, and All parameters are within the threshold range and no intervention is required.

[0041] Furthermore, based on the operating condition identification results described in step four, the central control system triggers the corresponding early warning signal, specifically:

[0042] Level 1 alert: When the condition is identified as working condition A, the warning methods include displaying a yellow warning message on the control interface and pushing a notification to the mobile terminal of the construction personnel.

[0043] Level 2 warning is triggered when operating condition A continues to exceed the preset time or the monitoring deviation continues to increase. The warning method includes displaying an orange flashing prompt on the control interface and reminding the user through an audible and visual alarm.

[0044] The level 3 alarm is triggered when the condition is identified as B. The warning methods include displaying a red flashing prompt on the control interface, continuous audible and visual alarm, and automatically stopping the jacking operation.

[0045] Level 4 anomaly is triggered when it is identified as operating condition C. The warning method includes displaying a flashing yellow warning on the control interface and clearly prompting you to check.

[0046] Furthermore, after the adjustment is completed, the central control system monitors the adjusted data and compares the real-time data with the ideal threshold.

[0047] If the deviation has been eliminated or reduced to a safe range, the warning will be lifted and normal construction will resume.

[0048] If the deviation is not eliminated, the operating condition will be re-identified, and a higher-level warning or prompt for further control will be issued.

[0049] Compared with the prior art, the beneficial technical effects of the present invention are as follows:

[0050] 1. This invention establishes a finite element model of the entire jacking process of a steel truss structure, discretizing the jacking process into several construction steps, each construction step corresponding to a jacking stroke position. The theoretical reaction force value and theoretical vertical displacement value of the corresponding support are extracted, and the ideal state data of the stroke are established. Furthermore, by embedding displacement sensors, pressure sensors, and temperature sensors inside the rubber pad assembly at the top of each replacement pier, at the pressure interface or non-pressure interface, the real-time compression deformation of the rubber pad, the real-time reaction force value of the support, and the real-time temperature are continuously collected at a sampling frequency of 1~10Hz. This solves the problem that traditional monitoring methods can only obtain the overall displacement of the structure and cannot obtain the local compression deformation of the rubber pad and the vertical reaction force of the support at each replacement pier in real time.

[0051] 2. Based on the two-stage mechanical properties of rubber pads, namely the low-stiffness buffer stage and the high-stiffness limiting stage, this invention sets displacement warning thresholds and displacement limits, and at the same time sets reaction force warning thresholds and reaction force limits in combination with the bearing capacity of the lower chord members or welds, thus constructing an early warning system. This solves the problem that existing monitoring systems only set a single threshold and cannot respond in a graded manner according to the degree of risk, and realizes refined control of risk levels and reasonable allocation of early warning resources.

[0052] 3. This invention uses the predefined relationship between the real-time compression deformation of the rubber pad and the displacement warning threshold and displacement limit, as well as the relationship between the real-time reaction force of the support and the reaction force warning threshold and reaction force limit, as the basis for determining different construction state types; it solves the problem that the existing technology only performs simple threshold exceedance judgment and cannot automatically identify the inherent mechanism and risk type of asynchronous working conditions;

[0053] 4. The central control system provided by this invention, after completing real-time monitoring, deviation analysis, working condition identification, and graded early warning, automatically generates control commands, including adjusting the lifting height of the corresponding replacement pier or the output of the jacking jack. These commands are then executed manually through the automatic control system or a terminal. After control, the system continuously monitors and verifies the control effect. If the deviation is eliminated, the early warning is lifted and normal construction resumes. If the deviation is not eliminated, the working condition is re-identified and a higher-level early warning or prompt for further control is issued, forming a complete closed-loop control circuit. This solves the problems of separation between monitoring and control, excessive reliance on human experience for control decisions, and delayed response in the prior art, significantly improving construction safety and control efficiency. Attached Figure Description

[0054] Figure 1 This is an overall flowchart of the intelligent monitoring and control method described in the embodiments of this application;

[0055] Figure 2 This is a schematic diagram showing the sensor deployment locations as described in the embodiments of this application;

[0056] Figure 3 This is a block diagram of the working condition identification logic described in the embodiments of this application;

[0057] Figure 4 This is a schematic diagram of the graded early warning mechanism described in the embodiments of this application;

[0058] Figure 5 This is a schematic diagram of the data flow control described in the embodiments of this application;

[0059] Figure 6 (a) is a schematic diagram of the database and process interaction described in the embodiments of this application; Figure 6 (b) is a diagram showing the data flow and application architecture of the construction process database;

[0060] Figure 7 This is a compression deformation-reaction force curve diagram as described in the embodiments of this application;

[0061] Among them, 1. Replacement pier, 2. Rubber pad, 3. Steel pad plate, 4. Lower chord of steel truss, 5. Pressure sensor, 6. Displacement sensor, 7. Central control system, 21. Low stiffness buffer stage, 22. High stiffness limit stage. Detailed Implementation

[0062] The technical solution of the present invention will be further described clearly and in detail below with reference to the embodiments and accompanying drawings.

[0063] Example

[0064] This invention provides an intelligent monitoring and control method for vertical asynchronous control during the jacking construction of steel truss structures. This method collects baseline values ​​using displacement sensors 6 and pressure sensors 5. Simultaneously, it establishes a finite element model of the entire jacking process, calculates the theoretical reaction force and vertical displacement values ​​of each replacement pier 1 at the corresponding construction step, sets displacement and reaction force early warning thresholds, and establishes an ideal state database. During construction, the collected data on the compression deformation of the rubber pad 2, support reaction force, and temperature are compared with the theoretical ideal values ​​to identify the current working condition type of the replacement pier 1. An alarm signal is triggered based on the working condition, and a control command is generated. The command is executed automatically or manually. After control, the effect is continuously monitored and verified, and feedback is provided, achieving real-time monitoring and control of different construction steps during the jacking process of the steel truss structure, thus improving response speed. The technical solution of this invention is further described below with reference to the accompanying drawings and embodiments.

[0065] like Figure 1 As shown, this invention provides an intelligent monitoring and control method for vertical construction steps during the jacking construction of a steel truss structure. The method described in this invention is applied to the jacking construction project of a cross-river dual-purpose (road and rail) steel truss bridge. The specific parameters of the jacking equipment and replacement pier 1 are shown in Table 1.

[0066] Table 1

[0067] jacking device model 600t walking pusher (double-acting hydraulic cylinder at each point) Single-point lift 6000kN (design maximum) Single-point horizontal thrust 600kN Pushing travel 0.5m / time Lifting speed 50mm / min Number of replacement piers 1 12 (6 under each main truss, numbered R1~R6) Replacement pier 1 dimensions Top surface 1.2m x 1.2m, height 4~8m (depending on the riverbed) Design value of top elevation of replacement pier 1 Accurate to ±2mm (actual construction allows ±5mm).

[0068] The construction steps are as follows:

[0069] Step 1: Sensor deployment and calibration, such as Figure 2 As shown, displacement sensors 6 and pressure sensors 5 are embedded inside the rubber pad 2 assembly at the top of each replacement pier 1, at the pressure-bearing interface or the non-pressure-bearing interface, to collect the reference values ​​of each sensor in the initial state.

[0070] Specifically, the following arrangement is implemented on the top of each replacement pier 1 (taking pier R2 as an example): a sensor is installed on the support between the steel truss and the replacement pier 1, the support being an elastic support interface composed of rubber pad 2 and steel plate 3; a displacement sensor 6 is installed inside the rubber pad 2 assembly at the top of each replacement pier 1 or on the side of the replacement pier 1; a pressure sensor 5 is installed between the rubber pad 2 and the replacement pier 1 or between the rubber pad 2 and the steel plate 3, to collect the reference values ​​of each sensor in the initial state; in this embodiment, the displacement sensor 6 is a laser displacement sensor (e.g., Keyence LK-G5000 series), installed fixedly on the side of the replacement pier 1, with the laser head pointing towards the bottom surface of the lower flange of the lower chord of the replacement pier 1, used to measure relative displacement; the displacement sensor 6 has a range of 0~50mm and an accuracy of 0.05mm; sampling frequency: 10Hz; in some preferred embodiments, the displacement sensor 6 is equipped with a dust cover and a cooling air curtain to avoid the influence of construction site dust on measurement accuracy;

[0071] The pressure sensor 5 is a thin-film pressure sensor 5 (e.g., Tekscan 5400), which is attached between the bottom surface of the rubber pad 2 and the top surface of the replacement block 1 or pre-embedded in the rubber pad 2 during the vulcanization of the rubber pad 2; the pressure sensor 5 has a range of 0~30MPa and an accuracy of ±0.3MPa, and the pressure sensor 5 is arranged at the four corners of each rubber pad.

[0072] In some embodiments, a temperature sensor is also included, which is a PT100 platinum resistance thermometer. The temperature sensor is embedded 5 mm below the surface of each rubber pad 2, and its detection accuracy is ±0.5℃.

[0073] In this embodiment, every two replacement piers 1 share a distributed acquisition module (e.g., NI cDAQ-9189), and use a LoRa wireless gateway (frequency 470MHz, transmission distance 2km) for communication; the central control system 7, i.e., the industrial computer (IPC), is deployed in the construction control room and runs the LabVIEW monitoring program.

[0074] Before the jacking begins, the steel truss is placed on the support at the top of the replacement pier 1. After standing for 30 minutes, the initial readings of all sensors are recorded, the displacement channel is zeroed, and the pressure sensor 5 records the initial contact pressure as the zero point.

[0075] Step 2: Finite Element Analysis and Parameter Setting. A finite element model of the entire jacking process of the steel truss structure is established. The jacking process is discretized into several construction steps, each corresponding to a jacking stroke position. Static analysis is performed on each stroke position to extract the theoretical reaction force and theoretical vertical displacement values ​​of the corresponding supports, establishing ideal state data for that stroke. The ideal state data of all strokes are combined to establish an ideal state database. Specifically, finite element analysis software is used, where BEAM188 is used for the truss members, SHELL181 is used for the box section of the lower chord of the steel truss, and the rubber pad 2 adopts a hyperelastic constitutive model (Mooney-Rivlin 2 parameters).

[0076] The bottom of the replacement block 1 is fixed, and its top surface is in contact with the rubber pad 2, which is defined as frictional contact with a friction coefficient of 0.3.

[0077] The vertical construction steps in the jacking construction are discretized, and each construction step corresponds to a jacking stroke position. Specifically, each jacking of 0.5m is a construction step, for a total of 960 steps. In this embodiment, 12 key construction steps (corresponding to the maximum cantilever, pier crossing, etc.) are calculated.

[0078] Calculate the ideal state data for each replacement pier 1, taking pier R2 as an example:

[0079] Theoretical maximum reaction force: = 19600kN, which occurs at construction step 320, i.e., when the front cantilever is 88m;

[0080] Theoretical maximum vertical displacement: = 4.8mm (compression);

[0081] Threshold setting is based on the above calculation results.

[0082] Local bearing capacity limits for the four lower chord members of the steel truss: = 22000kN;

[0083] First stage Δ1 = 6mm;

[0084] Displacement warning threshold = 0.8 × 6 = 4.8 mm;

[0085] Displacement limit = 6mm (triggering the second stage);

[0086] reaction force warning threshold = 0.8 × 22000 = 17600kN;

[0087] reaction force limit = 22000kN.

[0088] It should be noted that the two-stage rubber pad 2 described in this invention refers to a metal-rubber composite graded load-bearing device with graded stiffness characteristics, whose compression process is divided into two distinct stages:

[0089] The first stage (low stiffness buffer stage 21): the compression deformation ranges from 0 to a preset threshold Δ1 (Δ1 is usually 5~10mm). During this stage, only the rubber layer bears the load, the overall stiffness is low, and the bearing stress range is about 20~40MPa, which is used to absorb the small displacement impact generated by asynchronous vertical displacement.

[0090] The second stage (high stiffness limiting stage 22): After the compression deformation exceeds Δ1, the internal metal structure of the device (such as steel columns or rigid force transmission plates) and the rubber share the load or directly contact each other to transmit force. The overall stiffness increases abruptly, and the bearing stress is ≥75MPa. This is used to limit the growth of support reaction force under large displacement conditions and prevent the structure from exceeding the limit.

[0091] Step 3: Real-time monitoring and data acquisition during construction. During the jacking construction, real-time data from the sensors are continuously acquired at a set frequency, including the real-time compression deformation of the rubber pad 2, the real-time reaction force of the support, and the real-time temperature of the rubber pad 2. The real-time data is then transmitted to the central control system 7.

[0092] Step 4: Deviation Analysis and Working Condition Identification. The central control system 7 receives the real-time data collected in Step 3, specifically including: continuously collecting real-time data from each sensor at a sampling frequency of 1~10Hz during the static stage and each stage of jacking, advancing, and lowering during the jacking construction. Figure 5 As shown, the central control system 7 compares the real-time data with the theoretical ideal value and calculates the deviation; based on the measured displacement and stress values, it compares them with the displacement warning threshold and reaction force warning threshold preset in step two to determine the current working condition type of the support; specifically,

[0093] Assuming the real-time monitoring data for pier R2 is as follows during construction step 105 (28m cantilever at the front end):

[0094] = 5.2mm; = 18300kN;

[0095] (1) Deviation calculation

[0096] The displacement deviation is obtained by subtracting the theoretical displacement value for that construction step from the real-time compression deformation of rubber pad 2. = 5.2 - 4.7 = +0.5mm, indicating that the actual compression is greater than the theoretical value, and rubber pad 2 is tighter than expected;

[0097] The reaction force deviation is obtained by subtracting the theoretical reaction force value for that construction step from the real-time reaction force value of the support. = 18300 - 17200 = +1100kN; This indicates that the actual load was 6.4 percentage points greater than the theoretical calculation value, indicating a load concentration phenomenon.

[0098] (2) Compare real-time data with thresholds

[0099] = 4.8mm, =5.2mm > But < =6mm, then the displacement limit was not triggered;

[0100] = 17600kN, =18300kN > And < =22000kN, the support reaction force exceeds the warning line, and the structural bearing condition is becoming tense; however, the real-time reaction force value is less than the reaction force limit, indicating that the support reaction force has not yet reached the bearing limit.

[0101] (3) Working condition identification, real-time compression deformation of rubber pad 2 Real-time reaction force value of the support Construction step number and stage status;

[0102] The central control system 7 compares the collected real-time data with the theoretical ideal values:

[0103] Displacement deviation:

[0104] Reaction deviation:

[0105] When the deviation exceeds the allowable range, the operating condition identification step is triggered, specifically:

[0106] Three types of recognition feature vectors are predefined:

[0107] Operating condition A, Condition A indicates that the compression deformation of rubber pad 2 is still in the low range, and the reaction force is close to the limit, requiring timely intervention and control.

[0108] Operating condition B, Condition B indicates that rubber pad 2 has entered or exceeded the second stage, and the asynchronous displacement has reached the control critical value. It is necessary to immediately check the truss alignment or consider suspending construction and adjusting parameters.

[0109] Operating condition C, but Condition C indicates that rubber pad 2 has large compression deformation but the reaction force has not increased synchronously, so the condition of rubber pad 2 needs to be checked.

[0110] Operating condition D, and All parameters are within the threshold range and no intervention is required.

[0111] like Figure 3 As shown, the corresponding prompt levels are set according to different working conditions:

[0112] Level 1 alert is triggered when the system identifies the working condition as A or predicts a dangerous trend. The alert methods include displaying a yellow warning message on the control interface and pushing a notification to the mobile terminal of the construction personnel.

[0113] Level 2 warning is triggered when operating condition A continues to exceed the preset time or the monitoring deviation continues to increase. The warning method includes displaying an orange flashing prompt on the control interface and reminding the user through an audible and visual alarm.

[0114] The level 3 alarm is triggered when the condition is identified as B. The warning methods include displaying a red flashing prompt on the control interface, continuous audible and visual alarm, and automatically stopping the jacking operation.

[0115] Level 4 anomaly is triggered when it is identified as operating condition C. The warning method includes displaying a flashing yellow warning on the control interface and clearly prompting you to check.

[0116] Based on the above four comparison results, the central control system 7 performs a logical combination determination:

[0117] Operating Condition A: In this example, although the displacement has exceeded the warning threshold but not the limit, the reaction force has also exceeded the warning threshold but not the limit. This is a variant of condition A, namely the reaction force warning state.

[0118] Operating Condition B: ≥ and ≥ The criteria for determining this condition are that the real-time compressive deformation is greater than or equal to the displacement limit, and the real-time reaction force is greater than or equal to the reaction force limit. In this example, neither condition is met, therefore condition B is excluded. =5.2<6, R=18300<22000);

[0119] Operating Condition C: ≥ but < The criterion is that the real-time compression deformation is greater than or equal to the displacement limit, but the real-time reaction force is less than the reaction force warning threshold; in this example, the displacement has not yet reached the limit, therefore condition C is excluded. (Not exceeding the limit)

[0120] Operating Condition D: < and < The criteria for determining this condition are that the real-time compressive deformation is less than the displacement warning threshold, and the real-time reaction force is less than the reaction force warning threshold. In this example, neither condition is met, therefore condition D is excluded.

[0121] In this embodiment, at construction step 105, the rubber pad 2 of pier R2 has a compression deformation of 5.2 mm, which is 87% of the allowable compression of 6.0 mm in the first stage, close to the end of the first stage. Simultaneously, the support reaction force is 18300 kN, exceeding the reaction force warning threshold of 17600 kN, but not reaching the reaction force limit of 22000 kN. This is comprehensively judged as condition A, i.e., a reaction force warning state. The engineering meaning of this condition is that rubber pad 2 has entered the later stage of the first stage, and the reaction force is synchronously approaching the limit. If not intervened in time, it may rapidly develop into the dangerous condition B in subsequent construction steps, therefore, immediate control measures are required. In engineering, the system identifies it as a "Level 1 Warning (Yellow)" because the reaction force is close to the limit, requiring early intervention.

[0122] Step 5: Tiered early warning and control decision-making, such as... Figure 6 (a) Figure 6 As shown in (b), the operating condition type determined in step four triggers a warning signal of the corresponding level, and a control command is generated according to the preset control strategy; specifically as follows:

[0123] Construction step number (string type) identifies the current construction step; support number (string type) identifies the specific support location; theoretical reaction force (floating-point data) is the theoretical reaction force value calculated by finite element analysis; theoretical displacement (floating-point data) is the theoretical displacement value calculated by finite element analysis; measured reaction force (floating-point data) is the real-time reaction force value collected by the pressure sensor; measured displacement (floating-point data) is the real-time displacement value collected by the displacement sensor; warning level (string type) is the warning level determined after the working condition is identified, including level one, level two, level three, and level four; control measures (string type) are the control instructions generated by the system; effect evaluation (string type) is the effect feedback after the control is executed.

[0124] like Figure 6As shown in (b), the construction process database serves as the core data hub of the central control system 7, and is used to receive input data including: ideal state data such as theoretical reaction force and theoretical displacement obtained from the finite element pre-analysis in step two; and measured data such as measured reaction force, measured displacement, and temperature obtained from the real-time monitoring in step three.

[0125] The central control system 7 compares the collected real-time data with the theoretical ideal value and outputs the following: (1) working condition identification model training, using historical data to optimize the working condition identification algorithm; (2) subsequent construction step prediction optimization, based on data patterns to predict and optimize construction parameters in advance; (3) quality traceability and reporting, generating full-process construction archives; (4) reference for similar projects, accumulating the data of this project into a knowledge base to serve subsequent projects.

[0126] In this embodiment, the construction process database includes data tables for recording construction step information, real-time sensor data, early warning thresholds, early warning events, and control measures, as detailed below:

[0127] The construction step table (tbl_ConstructionStep) is used to record the basic working information of each construction step, including five fields: construction step number, recording time, displacement value, temperature and wind speed.

[0128] The sensor data table (tbl_SensorData) is used to store the real-time monitoring data of each sensor during the construction process. It includes five fields: sensor number, construction step number, real-time compression deformation, real-time reaction force value, and temperature.

[0129] The threshold table (tbl_Threshold) is used to store the preset warning thresholds and limits for each construction step. It includes five fields: construction step number, displacement warning threshold, displacement limit, reaction force warning threshold, and reaction force limit.

[0130] The early warning table (tbl_Alert) is used to record early warning events triggered during construction. It includes six fields: early warning number, construction step number, sensor number, early warning level, trigger time, and measures taken.

[0131] The control table (tbl_Correction) is used to record the control measures taken in each construction step and their effects. It includes five fields: control number, construction step number, adjustment parameters, new set values, and control effectiveness.

[0132] For example, after a level 1 prompt is triggered in construction step 105, the system automatically logs the information.

[0133] AlertID: A-105-02

[0134] TriggerTime: 2026-06-15 14:32:17

[0135] StepID: 105

[0136] SensorID: R2_Pressure_1

[0137] AlertLevel: 1

[0138] ActionTaken: The system suggests adding a 2mm thick steel pad; after operator confirmation, this will be executed during the next cycle's settling phase.

[0139] Effectiveness: After adjustment, the reaction force in the next construction step decreased to 17400 kN, returning to normal.

[0140] Step 6: Control Execution and Feedback. The control commands are executed by the automatic control system or manually via the terminal. After control, continuous monitoring is performed to verify the control effect, and feedback is sent to the central control system 7.

[0141] like Figure 7 As shown, the horizontal axis represents the construction step, and the vertical axis represents the support reaction force. The measured curve shows a peak (18300 kN) at construction step 105, triggering a first-level warning. After adjustment, the reaction force falls back to the safe zone (17400 kN). The theoretical curve rises steadily, and the warning threshold and limit line are set based on the bearing capacity of the lower chord members.

[0142] The curve shows that without regulation, the reaction force continuously approaches the limit; after regulation, the reaction force falls back to the safe zone, and subsequent fluctuations are stable.

[0143] The database summarizes all out-of-limit events of the supports, which are used to correct the boundary conditions of the finite element model for subsequent construction steps (such as adjusting the stiffness coefficient of rubber pad 2).

[0144] Optimize the threshold settings for new projects (e.g., set the threshold for new projects to be set ... The percentage was adjusted from 80%Δ1 to 75%Δ1 for earlier warning.

[0145] Finally, it should be pointed out that the above description is only a preferred embodiment of the present invention, but the scope of protection of the present invention is not limited thereto. Any changes or substitutions that can be easily conceived by those skilled in the art within the scope of the technology disclosed in the present invention should be included within the scope of protection of the present invention.

Claims

1. An intelligent detection and control method for vertical asynchronous control in the jacking construction of steel truss structures, characterized in that, The method includes the following steps: Step 1: Sensor deployment and calibration. Sensors are installed on the supports between the steel truss and the replacement pier (1). The supports are elastic support interfaces composed of rubber pads (2) and steel plates (3). Displacement sensors (6) are installed inside the rubber pad (2) assembly at the top of each replacement pier (1) or on the side of the replacement pier (1). Pressure sensors (5) are installed between the rubber pads (2) and the replacement pier (1) or between the rubber pads (2) and the steel plates (3) to collect the reference values ​​of each sensor in the initial state. Step 2: Finite element analysis and parameter setting. Establish a finite element model of the entire jacking process of the steel truss structure. Discretize the jacking process into several construction steps, with each construction step corresponding to a jacking stroke position. Perform static analysis on each stroke position to extract the theoretical reaction force value and theoretical vertical displacement value of the corresponding support, and establish the ideal state data of the stroke. Combine the ideal state data of all strokes to establish an ideal state database. At the same time, according to the project requirements, set the displacement warning threshold and reaction force warning threshold for each support. Step 3: Real-time monitoring and data acquisition during construction. During the jacking construction process, real-time data from the sensors described in Step 1 are continuously acquired at a set frequency, including the real-time compression deformation collected by the displacement sensor (6). The real-time reaction force value collected by the pressure sensor (5) The real-time data is transmitted to the central control system (7). Step 4, Deviation Analysis and Working Condition Identification: The central control system (7) compares the current real-time data with the theoretical ideal data of the corresponding construction step and calculates the deviation. Based on the measured displacement value and reaction force value, it compares the displacement warning threshold and reaction force warning threshold preset in Step 2 to determine the working condition type of the current support. Step 5: Graded early warning and control decision-making. Based on the working condition type determined in Step 4, trigger the corresponding level of early warning signal and generate the corresponding control command. The command includes adjusting the lifting height of the corresponding replacement pier (1) or the output force of the jack. Step 6: Control Execution and Feedback. The control commands are executed manually through the automatic control system or terminal. After control, continuous monitoring is performed to verify the control effect and feedback is sent to the central control system (7).

2. The intelligent monitoring and control method for vertical asynchronous control during jacking construction of truss structures according to claim 1, characterized in that, The displacement sensor (6) is installed inside the rubber pad (2) assembly at the top of each replacement block (1) or on the side of the replacement block (1), as follows: The displacement sensor (6) is any one of a laser displacement sensor (6), a wire displacement sensor (6), or an ultrasonic displacement sensor (6), used to test the compression deformation of the rubber pad (2). The displacement sensor (6) is located inside the rubber pad (2) or installed on the side of the replacement block (1).

3. The intelligent monitoring and control method for vertical asynchronous control during jacking construction of truss structures according to claim 1, characterized in that, The installation of a pressure sensor (5) between the rubber pad (2) and the replacement block (1) or between the rubber pad (2) and the steel plate (3) is as follows: The pressure sensor (5) is either a thin-film pressure sensor (5) or a column pressure sensor (5), and it is installed between the rubber pad (2) and the replacement pier (1) or between the rubber pad (2) and the steel pad (3) to measure the vertical pressure borne by the support; the measurement range of the pressure sensor (5) is greater than the maximum reaction force value of the current support.

4. The intelligent monitoring and control method for vertical asynchronous control during jacking construction of truss structures according to claim 1, characterized in that, It also includes a temperature sensor, which is installed inside the rubber pad (2) for measuring the real-time temperature of the rubber pad (2). Based on the elastic modulus of the rubber pad (2) material at the reference temperature and the elastic modulus at the current temperature, the temperature correction coefficient is determined, and the real-time compression deformation is multiplied by the temperature correction coefficient to obtain the temperature-compensated compression deformation.

5. The intelligent monitoring and control method for vertical asynchronous control during the jacking construction of steel truss structures according to claim 1, characterized in that, The establishment of the finite element model for the entire jacking process of the steel truss structure is specifically as follows: the jacking process is discretized into several construction steps, each construction step corresponds to a jacking stroke position, and the theoretical reaction force value of each replacement pier (1) at the corresponding construction step is calculated. and theoretical vertical displacement value ,in, Number the replacement pier (1), Number the construction steps; Based on the above calculation results, warning thresholds are set, including: Displacement warning threshold When the compression deformation of the rubber pad (2) reaches the displacement warning threshold, an early warning is triggered. The displacement warning threshold is the maximum allowable compression amount in the first stage. 80%; the first stage specifically refers to the low-stiffness buffering stage of the rubber pad (2), in which the compression deformation of the rubber pad (2) ranges from 80% to 80%. The rubber pad (2) is supported by a rubber layer, providing The bearing stress; Displacement limit When the compression deformation of the rubber pad (2) reaches the displacement limit, a limit alarm is triggered. Pick 100%, the rubber pad (2) enters the trigger point of the second stage; the second stage is specifically the high stiffness limiting stage of the rubber pad (2), in which the internal metal structure of the rubber pad (2) and the rubber share the load, providing a load-bearing stress of more than 75 MPa; reaction force warning threshold When the support reaction force value reaches the reaction force warning threshold, an early warning is triggered. The threshold is 80% of the bearing capacity limit of the lower chord (4) member or weld of the steel truss. reaction force limit An alarm is triggered when the support reaction force reaches the limit value. The reaction force limit value is 100% of the bearing capacity limit of the lower chord (4) member or weld of the steel truss. The above thresholds are stored in the database of the central control system (7) as a benchmark for comparison and judgment of real-time monitoring data during construction.

6. The intelligent monitoring and control method for vertical asynchronous control during the jacking construction of steel truss structures according to claim 1, characterized in that, Step four, the identification of the working condition, specifically includes: The central control system (7) receives the real-time data collected in step three, specifically including: during the static stage and each stage of jacking, advancing, and lowering in the jacking construction, the data is collected in real-time. The sampling frequency continuously acquires real-time data from each sensor, including: Real-time compression deformation of rubber pad (2) Real-time reaction force value of the support Construction step number and stage status; The central control system (7) compares the collected real-time data with the theoretical ideal value: Displacement deviation: , Reaction force deviation: , When the deviation exceeds the set range, the operating condition identification step is triggered, specifically: Three types of recognition feature vectors are predefined: Operating condition A, Condition A indicates that the compression deformation of the rubber pad (2) is still in the low range, and the reaction force is close to the limit, so timely intervention and control are required. Operating condition B, , Condition B indicates that the rubber pad (2) has entered or exceeded the second stage, and the asynchronous displacement has reached the control critical value. It is necessary to check the truss alignment immediately or consider suspending construction and adjusting parameters. Operating condition C, but Condition C indicates that the rubber pad (2) has a large compression deformation but the reaction force has not increased synchronously, so the condition of the rubber pad (2) needs to be checked. Operating condition D, and All parameters are within the threshold range and no intervention is required.

7. The intelligent detection and control method for vertical asynchronous control in the jacking construction of steel truss structures according to claim 6, characterized in that, Based on the operating condition identification results described in step four, the central control system (7) triggers the corresponding early warning signal, specifically: Level 1 alert: When the condition is identified as working condition A, the warning methods include displaying a yellow warning message on the control interface and pushing a notification to the mobile terminal of the construction personnel. Level 2 warning is triggered when operating condition A continues to exceed the preset time or the monitoring deviation continues to increase. The warning method includes displaying an orange flashing prompt on the control interface and reminding the user through an audible and visual alarm. The level 3 alarm is triggered when the condition is identified as B. The warning methods include displaying a red flashing prompt on the control interface, continuous audible and visual alarm, and automatically stopping the jacking operation. Level 4 anomaly is triggered when it is identified as operating condition C. The warning method includes displaying a flashing yellow warning on the control interface and clearly prompting you to check.

8. The intelligent detection and control method for vertical asynchronous control in the jacking construction of steel truss structures according to claim 1, characterized in that, After the regulation is completed, the central control system (7) monitors the data after regulation and compares the real-time data after regulation with the ideal threshold. If the deviation has been eliminated or reduced to a safe range, the warning will be lifted and normal construction will resume. If the deviation is not eliminated, the operating condition will be re-identified, and a higher-level warning or prompt for further control will be issued.

Images