Construction method of reinforced truss floor deck

Abstract

This invention relates to the field of building construction technology and discloses a construction method for reinforced concrete truss floor decking, aiming to solve the technical problems of uneven support stress, large deviations in floor decking posture, and insufficient installation accuracy and stability in traditional construction. The method first establishes a construction monitoring system including a total station network and pressure sensors. Before hoisting the first floor decking, the initial coordinates of the temporary support points are recorded. After hoisting, the stress values ​​of the support points and the posture of the floor decking are monitored in real time. Abnormal support points exceeding 15% are identified by calculating the stress unevenness. An adjustment scheme is generated based on the posture data and executed, followed by calibration. The above monitoring and adjustment process is repeated for subsequent floor deckings to verify the relative height difference and planar misalignment with adjacent slabs. After all slabs are installed, a three-dimensional scan is used for supplementary adjustments before final fixing. This method is applicable to the high-precision installation of reinforced concrete truss floor decking and can effectively improve construction quality and structural stability.

Description

Technical Field

[0001] This invention relates to the field of building structure construction technology. More specifically, this invention relates to a method for constructing steel truss floor slabs. Background Technology

[0002] Steel truss floor decking is widely used in building construction due to its combination of load-bearing capacity and ease of construction. Its installation quality directly affects the safety of subsequent structural construction and overall performance. However, existing steel truss floor decking construction still faces numerous problems affecting installation accuracy and structural stability, which have long hindered the improvement of construction quality.

[0003] In the traditional installation process of reinforced truss floor decking, the lack of coordinated analysis and control between the stress state of the support system and the spatial orientation of the floor decking leads to the following problems: When the support point experiences abnormal force, it is impossible to accurately determine the direction of adjustment (raise or lower), and adjusting based solely on experience can easily lead to repeated errors. The control of the planar position and the adjustment of the stress state after the floor decking is in place are carried out independently, lacking coordination, which affects the installation efficiency. Summary of the Invention

[0004] Another objective of this invention is to provide a construction method for steel truss floor decking.

[0005] To achieve these objectives and other advantages according to the present invention, a method for constructing reinforced truss floor slabs is provided, characterized by comprising the following steps: A construction monitoring system was established, which included a total station network deployed in the construction area and pressure sensors installed on temporary supports. Before hoisting the first steel truss floor slab, the initial coordinates of each temporary support point were measured and recorded through the total station network. The first steel truss floor slab was hoisted onto the temporary support. Pressure sensors monitored the real-time stress values ​​at each temporary support point, and the total station network synchronously monitored the initial position and orientation of the floor slab. The average value of the real-time force values ​​monitored by all pressure sensors is calculated as the average force value. Based on the real-time force value and the average force value of each temporary support point, the force unevenness of each temporary support point is calculated. Temporary support points with an absolute value of force unevenness exceeding 15% are identified as temporary support points with abnormal force. Combining the floor decking position and posture data monitored by the total station network, the temporary support points with abnormal force are diagnosed and analyzed, and an adjustment scheme containing height adjustment or height adjustment commands is generated. According to the adjustment scheme, the height of the temporary support points with abnormal force is adjusted by 1-3mm. After the height adjustment is completed, the plane position and levelness of the floor decking are measured by the total station network to ensure that the plane deviation of the floor decking from the design position is less than 5mm and the levelness deviation is less than 3mm / m. If the plane position or levelness does not meet the requirements, the diagnostic analysis and height adjustment steps starting from the real-time stress value monitoring are repeated until the requirements are met. After the first floor decking meets the requirements, it is positioned and welded to the main structure. When installing subsequent floor deckings, the aforementioned real-time stress monitoring, position monitoring, diagnostic analysis and height adjustment steps are performed on each subsequent floor decking. After the height adjustment is completed, the relative height difference and plane misalignment between the subsequent floor decking and the adjacent installed floor decking are verified. If the relative height difference exceeds 2mm or the plane misalignment exceeds 3mm, the diagnostic analysis and height adjustment are continued until the relative height difference and plane misalignment meet the requirements. After all floor decking is installed, a 3D scanner is used to check the overall flatness and generate a flatness distribution map. Based on the flatness distribution map, additional adjustments are made to areas where the plane deviation exceeds 5mm or the levelness deviation exceeds 3mm / m. After all adjustments are completed and the requirements are confirmed to be met, the final fixing of the floor decking is carried out.

[0006] Preferably, the diagnostic analysis employs a phased priority adjustment strategy, specifically including the following steps: Based on the absolute value of the stress unevenness, temporary support points with abnormal stress are divided into primary and secondary abnormal points. Temporary support points with an absolute value of stress unevenness exceeding 25% are defined as primary abnormal points, while temporary support points with an absolute value of stress unevenness between 15% and 25% are defined as secondary abnormal points. First, the primary anomaly points are diagnosed and analyzed to generate adjustment plans. Then, the height of all primary anomaly points is adjusted according to the adjustment plans. Next, the real-time stress values ​​and floor decking position data of each temporary support point are monitored through pressure sensors and total station network, and the list of support points with abnormal stress is updated. Based on the updated list of support points with abnormal stress, diagnostic analysis and height adjustment are performed on the support points of secondary abnormal points.

[0007] Preferably, when adjusting the height of each primary and secondary anomaly point, a step-by-step, gradual adjustment method is adopted, and the adjustment method is as follows: First, a primary adjustment plan is derived based on the diagnostic analysis. The initial adjustment is then executed according to this plan, with the adjustment range being 50% of the range specified in the plan. After the initial adjustment is completed, once the real-time force value of the pressure sensor stabilizes, the abnormal points after the initial adjustment are re-diagnosed and analyzed based on the stabilized real-time force value and the floor decking position data, and a secondary adjustment plan is generated. The final height adjustment of the abnormal point is completed according to the secondary adjustment plan. The standard for stabilizing the real-time force value of the pressure sensor is that the force fluctuation amplitude is less than 5% within 10 consecutive seconds.

[0008] Preferably, in the steps of performing diagnostic analysis and high-level adjustment on all first-level anomalies, the processing order of the first-level anomalies is dynamically optimized based on the predicted adjustment efficiency, specifically including: For each identified primary anomaly point, the pose data of the floor decking in the area where the point is located is retrieved simultaneously from the total station network monitoring, and the local curvature of the floor decking at that point is calculated based on this data. The local curvature is input into a preset curvature-adjustment efficiency relationship model to predict the adjustment efficiency for each first-level anomaly point. The adjustment efficiency is defined as the absolute value of the force non-uniformity that can be reduced by the unit height adjustment amplitude, and is positively correlated with the curvature. Based on the predictive adjustment efficiency, all first-level anomalies are sorted, and diagnostic analysis and high-level adjustment are performed on the first-level anomalies with the highest predictive adjustment efficiency first, while the remaining first-level anomalies are processed in descending order of predictive adjustment efficiency.

[0009] Preferably, the curvature-adjustment efficiency relationship model is expressed as the following formula: η = k * |C| Where η is the predicted regulation efficiency, k is the efficiency coefficient obtained through field test calibration, and C is the calculated local curvature value; The local curvature value C is calculated using the following formula: C = (△Z1- 2△Z0+ △Z2) / d 2 Wherein, △Z0 is the vertical displacement deviation of the target first-level anomaly point (center point) relative to the design elevation, △Z1 is the vertical displacement deviation of the adjacent monitoring point located on one side of the target point relative to the design elevation, △Z2 is the vertical displacement deviation of the adjacent monitoring point located on the other side of the target point relative to the design elevation, and d is the distance between adjacent monitoring points.

[0010] Preferably, when calculating the stress unevenness at each temporary support point, a dynamic stability determination is performed first. The dynamic stability determination method is as follows: The real-time force values ​​of the pressure sensors at each temporary support point are obtained over a continuous 30 seconds to form a real-time force value sequence. The sampling interval can be set to 0.1 seconds to ensure the continuity and integrity of the data. Calculate the variance of each real-time force value sequence, mark temporary support points whose variance exceeds the preset variance threshold as dynamic instability points, pause the diagnostic analysis and height adjustment of all current dynamic instability points, and issue a safety check alarm. After the dynamic instability point is eliminated or its real-time force value sequence variance recovers to within the preset variance threshold, the average force value and force non-uniformity are recalculated based on the real-time force values ​​of all stable temporary support points, and subsequent diagnostic analysis and height adjustment steps are performed.

[0011] Preferably, the dynamic instability point is eliminated or the variance of its real-time force value sequence recovers to within a preset variance threshold, confirmed by any of the following methods: a) After issuing a safety check alarm, the system automatically monitors the dynamic instability point continuously; when the variance of the real-time force value sequence of its pressure sensor is lower than the preset variance threshold for 60 consecutive seconds, the point is determined to have recovered stability. b) After issuing a safety inspection alarm, the dynamic instability point is inspected and dealt with, and a confirmation command is entered into the monitoring system; after receiving the command, the monitoring system determines that the point has returned to stability; Once a dynamic instability point has been determined to be stable using any of the above methods, it is reinstated into the calculation of the average force value and the force non-uniformity.

[0012] Preferably, when hoisting the first steel truss floor slab, the following steps should be followed: When the floor decking falls to a height of 0.5-1m above the top surface of the temporary support, the falling process should be paused. The preliminary elevation of the four corner points of the floor deck is measured in real time using a total station network. The measured preliminary elevation is compared with the design elevation. If the elevation deviation of any corner point exceeds 10mm, the position of the floor deck is preliminarily leveled by adjusting the hoisting ropes. After completing the initial leveling, control the floor decking to continue falling.

[0013] Preferably, when finally fixing the floor decking, a stress-matching welding sequence is used, specifically including the following steps: Before welding, read the steady-state stress values ​​of the pressure sensors on all temporary support points and calculate the average value. Mark temporary support points whose current stress value is more than 10% higher than the average value as high stress points and temporary support points whose current stress value is more than 10% lower than the average value as low stress points. When welding, start welding from the temporary support point area where the stress value is closest to the average value, and then alternate between high stress point area and low stress point area until all fixing points are welded. During the welding process, continuously monitor the force values of each temporary support point. If the change range of the force value of any temporary support point exceeds 20% during the welding process, suspend the welding. After the force value of this point is redistributed and stabilized, continue welding.

[0014] Preferably, the method of alternating welding between high-stress points and low-stress points is as follows: Taking the center of the floor slab plane as the reference, divide all high-stress points and low-stress points into multiple symmetrically distributed fan-shaped areas; Based on all high-stress points and low-stress points, generate a welding sequence queue, and this sequence queue needs to meet two conditions: First, among any three continuously arranged welding points in the queue, there should not be two welding points in the same fan-shaped area; Second, high-stress points and low-stress points in the queue should appear alternately; According to the generated welding sequence queue, complete the welding construction of all welding points in sequence.

[0015] The present invention at least includes the following beneficial effects: First, the present invention can realize the real-time linkage monitoring of the support force and the pose of the floor slab through the construction monitoring system, timely identify and accurately adjust the abnormally stressed support points, effectively control the plane deviation and the levelness deviation of the floor slab, and ensure the installation accuracy of a single slab. When installing subsequent slabs, strictly controlling the connection dimensions of adjacent slabs makes the overall connection of the floor slab smooth, reduces the height difference and dislocation problems at the joints. The three-dimensional scanning detection and supplementary adjustment of the overall flatness further ensure the overall quality of the construction area, provide a good foundation for subsequent processes such as concrete pouring, and at the same time reduce the rework cost caused by installation deviations, improve the stability of the construction process and the rationality of the force of the final structure.

[0016] Second, through the hierarchical classification of abnormally stressed support points, the present invention clarifies the adjustment priority, can focus on the first-level abnormal points with greater influence first, avoid the interference of secondary abnormal points on the solution of core problems, and make the adjustment work more targeted. The process of dealing with the first-level abnormal points first and then updating the data and dealing with the second-level abnormal points reduces the mutual influence between abnormal points of different levels, reduces the fluctuation range of the structure force during the adjustment process, and improves the stability of the adjustment effect. At the same time, the orderly adjustment logic also reduces the number of repeated adjustments, indirectly improves the construction efficiency on the basis of ensuring the adjustment accuracy, and adapts to construction scenarios with different degrees of force complexity.

[0017] Third, the step-by-step adjustment method of this invention avoids sudden changes in support stress and drastic fluctuations in the floor decking position caused by large-scale adjustments in one go, reducing fatigue damage to the support system caused by instantaneous stress changes. The process of waiting for the stress to stabilize after the initial adjustment provides accurate feedback data for the second adjustment, reducing errors caused by human experience and making the adjustment precision easier to control. This gentle adjustment mode also reduces the risk of local stress concentration in the floor decking, ensuring the structural safety of the floor decking and support system, while reducing rework caused by improper adjustment and improving the installation efficiency of individual slabs.

[0018] Fourth, the sorting method based on the local curvature and adjustment efficiency model in this invention makes the processing order of primary anomalies more scientific, avoiding the waste of efficiency caused by blind adjustment. Prioritizing the processing of anomalies with high adjustment efficiency can improve the overall stress uniformity more quickly, shorten the adjustment cycle of a single floor slab, and improve the overall construction progress. During the adjustment process, data is updated and the sorting is adjusted in real time based on the effect of the processed points, ensuring the dynamic adaptability of the adjustment strategy, reducing mutual interference between different anomalies, making the convergence speed of overall stress balance faster, and ensuring the stability and reliability of the adjustment effect.

[0019] Fifth, this invention provides a quantitative method for calculating local curvature and a model for predicting adjustment efficiency. This allows the adjustment sequence of primary anomalies to be based on objective data rather than human experience, thus improving the scientific nature of adjustment decisions. The efficiency coefficient is calibrated through on-site experiments, ensuring the model's adaptability to different construction scenarios and making the prediction results more consistent with actual construction conditions. The application of this quantitative method avoids the blind selection of the adjustment sequence, improves the targeting and effectiveness of adjustments, and provides clear technical guidance for the construction process, facilitating standardized operation by construction personnel and ensuring the consistency of adjustment effects.

[0020] Other advantages, objectives and features of the present invention will become apparent in part from the following description, and in part from those skilled in the art through study and practice of the invention. Detailed Implementation

[0021] The present invention will be further described in detail below with reference to embodiments, so that those skilled in the art can implement it based on the description.

[0022] This invention provides a method for constructing reinforced concrete truss floor slabs, comprising the following steps: A construction monitoring system was established, which included a total station network deployed in the construction area and pressure sensors installed on temporary supports. Before hoisting the first steel truss floor slab, the initial coordinates of each temporary support point were measured and recorded through the total station network. The first steel truss floor slab was hoisted onto the temporary support. Pressure sensors monitored the real-time stress values ​​at each support point, and the total station network synchronously monitored the initial position and orientation of the floor slab. Calculate the average value of the real-time force values ​​monitored by all pressure sensors as the average force value. Based on the real-time force value and the average force value of each support point, calculate the force unevenness of each support point. Identify support points with an absolute value of force unevenness exceeding 15% as abnormal force support points. Combine the floor decking position and posture data monitored by the total station network to perform diagnostic analysis on the abnormal force support points and generate an adjustment scheme containing height adjustment or height adjustment commands. According to the adjustment scheme, adjust the height of the abnormal force support points by 1-3mm. After the height adjustment is completed, the plane position and levelness of the floor decking are measured by the total station network to ensure that the plane deviation of the floor decking from the design position is less than 5mm and the levelness deviation is less than 3mm / m. If the plane position or levelness does not meet the requirements, the diagnostic analysis and height adjustment steps starting from the real-time stress value monitoring are repeated until the requirements are met. After the first floor decking meets the requirements, it is positioned and welded to the main structure. When installing subsequent floor deckings, the aforementioned real-time stress monitoring, position monitoring, diagnostic analysis and height adjustment steps are performed on each subsequent floor decking. After the height adjustment is completed, the relative height difference and plane misalignment between the subsequent floor decking and the adjacent installed floor decking are verified. If the relative height difference exceeds 2mm or the plane misalignment exceeds 3mm, the diagnostic analysis and height adjustment are continued until the relative height difference and plane misalignment meet the requirements. After all floor decking is installed, a 3D scanner is used to check the overall flatness and generate a flatness distribution map. Based on the flatness distribution map, additional adjustments are made to areas where the plane deviation exceeds 5mm or the levelness deviation exceeds 3mm / m. After all adjustments are completed and the requirements are confirmed to be met, the final fixing of the floor decking is carried out.

[0023] In this technical solution, for the construction monitoring system and initial data acquisition, the total station network can be composed of high-precision total stations, and the pressure sensors can be piezoresistive or strain gauge pressure sensors. Temporary supports can be made of Q235 steel, and sensor mounting components can be made of stainless steel. The total stations can be mounted on stable ground or independent supports around the construction area, spaced 5-10m apart to achieve full area coverage. The pressure sensors can be mounted on the top of each temporary support at the contact point with the floor slab to ensure accurate transmission of force signals. Before hoisting the first floor slab, the total station network performs three repeated measurements on each temporary support point, taking the average value as the initial coordinates. The measurement accuracy can be controlled within ±1mm, and the parameter settings are determined based on the span of the construction area and the installation accuracy requirements. During the hoisting of the first floor slab, force and position monitoring, and adjustment of abnormal support points, the hoisting equipment can be a truck crane or a tower crane, and the floor slab can be an existing prefabricated steel truss floor slab. During hoisting, the floor slab is placed stably on the temporary supports, and the pressure sensors operate at 10Hz. The sampling frequency collects the force values ​​of each support point in real time, and the total station network synchronously monitors the three-dimensional coordinates of the floor deck to obtain pose data. The average force value is calculated by the arithmetic mean of the real-time data from all pressure sensors. The force unevenness is calculated as the absolute value of (real-time force value of a single support point - average force value) / average force value, and 15% is set as the anomaly judgment threshold. The adjustment range can be selected as 1mm, 2mm, or 3mm, depending on the magnitude of the force unevenness. When the unevenness is close to 25%, 3mm can be selected, and when it is close to 15%, 1mm can be selected. During diagnostic analysis, the pose data is combined to determine whether the support point is too high or too low, and then an adjustment command is generated to raise or lower it. After adjustment, it is held for 30 seconds to stabilize the force. In the first plate fixing and subsequent plate installation stages, E43 series welding rods can be selected for welding materials, and manual arc welding equipment can be selected for welding equipment. After the first floor decking slab is adjusted to meet the requirements of a planar deviation of less than 5mm and a levelness deviation of less than 3mm / m, it is positioned and welded to the embedded steel plate of the main structure. The weld spacing can be controlled within 200-300mm. For each subsequent floor decking slab, the aforementioned monitoring and adjustment process is repeated. After installation, a laser rangefinder is used to detect the relative height difference and planar misalignment with adjacent installed floor decking slabs. A relative height difference threshold of 2mm and a planar misalignment threshold of 3mm are set. If the thresholds are exceeded, readjustment is performed until the requirements are met. The experimental subject can be steel truss floor decking slabs with a span of 6m-12m. The experimental method is to install each slab one by one according to the above steps, simultaneously recording monitoring data and the number of adjustments. For overall flatness testing and final fixing, a laser 3D scanner can be selected. Its mounting position can be on the scaffolding or working platform above the construction area, ensuring that the scanning range covers all floor decking areas.After all floor formwork are installed, the 3D scanner collects data at a scanning density of 0.5m×0.5m to generate a flatness distribution map, and supplementary adjustment is carried out on areas where the plane deviation exceeds 5mm or the levelness deviation exceeds 3mm / m. After the supplementary adjustment is completed, scanning verification is carried out again. After confirming that all areas meet the requirements, final fixing construction is carried out; Adopting this technical solution, the present invention can realize real-time linkage monitoring of the support force and the position and pose of the floor formwork through the construction monitoring system, timely identify and accurately adjust the abnormally stressed support points, effectively control the plane deviation and levelness deviation of the floor formwork, and ensure the installation accuracy of each single plate. When installing subsequent plates, strict control of the connection dimensions between adjacent plates makes the overall connection of the floor formwork smooth, reducing the height difference and dislocation problems at the joints. The three-dimensional scanning detection and supplementary adjustment of the overall flatness further ensure the overall quality of the construction area, provide a good foundation for subsequent processes such as concrete pouring, reduce the rework cost caused by installation deviations, improve the stability of the construction process, and the mechanical rationality of the final structure.

[0024] In another technical solution, the diagnostic analysis adopts a phased priority adjustment strategy, which specifically includes the following steps: The abnormally stressed support points are divided into first-level abnormal points and second-level abnormal points according to the absolute value of the unevenness of the force. Among them, the support points with an absolute value of the unevenness of the force exceeding 25% are defined as first-level abnormal points, and the support points with an absolute value of the unevenness of the force between 15% and 25% are defined as second-level abnormal points; First, diagnose and analyze the first-level abnormal points, generate an adjustment plan, and adjust the height of all first-level abnormal points according to the adjustment plan. Then, monitor the real-time force values and the position and pose data of the floor formwork of each support point through the pressure sensor and the total station network, and update the list of abnormally stressed support points; Based on the updated list of abnormally stressed support points, diagnose and analyze and adjust the height of the support points of the second-level abnormal points; In the link of setting the grading standard for abnormal support points, based on the calculation result of the unevenness of the force, 25% is set as the division threshold between the first-level abnormal points and the second-level abnormal points. The support points with an absolute value of the unevenness of the force exceeding 25% are first-level abnormal points, and those between 15% and 25% are second-level abnormal points. This threshold is set according to the safe fluctuation range of the support force in conventional construction; The process prioritizes adjustment and data updates for primary anomalies. For identified primary anomalies, a diagnostic analysis is first performed using floor decking position data to determine the adjustment direction and range, which remains within the 1mm-3mm range. After adjustment, the pressure sensor and total station network continue monitoring for 30 seconds. Once the data stabilizes, the real-time force values ​​of each support point and the floor decking position data are updated, the force unevenness is recalculated, and an updated list of force-abnormal support points is generated. In the secondary anomaly point adjustment phase, based on the updated anomaly point list, the above diagnostic analysis and height adjustment steps are repeated for the secondary anomalies. After the adjustment is completed, the uniformity of support stress and the position of the floor deck are verified again using a total station and pressure sensor to ensure that no new anomalies are generated. By employing this technical solution, the present invention clarifies the adjustment priority through the hierarchical classification of abnormal support points. This allows for prioritizing the focus on primary abnormal points with greater impact, preventing secondary abnormal points from interfering with the resolution of core issues, and making the adjustment work more targeted. The process of addressing primary abnormal points first, then updating data, and finally addressing secondary abnormal points reduces the mutual influence between abnormal points of different levels, lowers the fluctuation range of structural stress during adjustment, and improves the stability of the adjustment effect. Simultaneously, the orderly adjustment logic reduces the number of repeated adjustments, indirectly improving construction efficiency while ensuring adjustment accuracy, and adapting to construction scenarios with varying degrees of stress complexity.

[0025] In another technical solution, when adjusting the height of each primary and secondary anomaly point, a step-by-step, gradual adjustment method is adopted. The adjustment method is as follows: First, a primary adjustment plan is derived based on the diagnostic analysis. The initial adjustment is then executed according to this plan, with the adjustment range being 50% of the range specified in the plan. After the initial adjustment is completed and the real-time force value of the pressure sensor stabilizes, the abnormal points after the initial adjustment are re-diagnosed and analyzed based on the stabilized real-time force value and the position data of the floor deck. A second adjustment plan is then generated, and the final height adjustment of the abnormal point is completed according to the second adjustment plan. The standard for stabilizing the real-time force value of the pressure sensor is that the force fluctuation amplitude is less than 5% within 10 consecutive seconds. The initial adjustment range is set to 50% of the total adjustment range of the plan. For example, if the adjustment range of the plan is 2mm, the initial adjustment is 1mm; if the adjustment range of the plan is 3mm, the initial adjustment is 1.5mm. This range setting is determined based on the sensitivity of the support force changes. Through multiple experiments, it has been verified that the 50% initial adjustment range can effectively improve the force state while avoiding over-adjustment. During the initial adjustment and stress stability assessment, pressure sensors monitor stress changes. The stability standard is set at less than 5% stress fluctuation within 10 consecutive seconds. This threshold is determined by statistically analyzing the stress fluctuation range of conventional supports. After the initial adjustment, the adjustment operation is paused, and the floor deck is kept stationary. The pressure sensors continue to collect stress data. If the fluctuation does not exceed the set threshold within 10 consecutive seconds, the stress is considered stable. If the stability standard is not met, the process continues until the requirements are met. In the secondary adjustment phase, based on the stabilized real-time force values ​​and the floor decking orientation data monitored by the total station, a new diagnostic analysis is performed. If uneven force distribution still exists, a secondary adjustment plan is generated, with the adjustment range being the remaining 50% of the total adjustment range. After the secondary adjustment is completed, the force uniformity and floor decking orientation are verified again to ensure that the requirements are met. By employing this technical solution, the step-by-step adjustment method of this invention avoids the sudden changes in support stress and drastic fluctuations in the floor decking position caused by large-scale adjustments in a single step, thus reducing fatigue damage to the support system caused by instantaneous stress changes. The period of waiting for the stress to stabilize after the initial adjustment provides accurate feedback data for secondary adjustments, reducing errors caused by human experience and making the adjustment precision easier to control. This gradual adjustment mode also reduces the risk of localized stress concentration in the floor decking, ensuring the structural safety of the floor decking and support system, while reducing rework caused by improper adjustment and improving the installation efficiency of individual slabs.

[0026] In another technical solution, during the steps of performing diagnostic analysis and high-level adjustment on all first-level anomalies, the processing order of the first-level anomalies is dynamically optimized based on the predicted adjustment efficiency, specifically including: For each identified primary anomaly point, the pose data of the floor decking in the area where the point is located is retrieved simultaneously from the total station network monitoring, and the local curvature of the floor decking at that point is calculated based on this data. The local curvature is input into a preset curvature-adjustment efficiency relationship model to predict the adjustment efficiency for each first-level anomaly point. The adjustment efficiency is defined as the absolute value of the force non-uniformity that can be reduced by the unit height adjustment amplitude, and is positively correlated with the curvature. Based on the predictive adjustment efficiency, all first-level anomalies are sorted, and diagnostic analysis and high-level adjustment are performed on the first-level anomalies with the highest predictive adjustment efficiency first, while the remaining first-level anomalies are processed in descending order of predictive adjustment efficiency. In the calculation of local curvature at primary anomaly points, three-dimensional pose data of the floor decking in the area where the primary anomaly point is located is collected using a total station network. This includes the vertical displacement deviation of the target primary anomaly point and adjacent monitoring points on both sides. Local curvature can be calculated from the vertical position change trend of adjacent points to reflect the degree of curvature of the floor decking at that point. In the adjustment efficiency prediction stage, a preset curvature-adjustment efficiency relationship model can be established based on construction data from similar past projects. In the model, adjustment efficiency is defined as the absolute value of stress unevenness reduction that can be achieved by adjusting the unit height. This efficiency is positively correlated with local curvature; that is, the greater the local curvature of the floor decking at that point, the more significant the improvement in stress unevenness will be when adjusting the support point by a unit amplitude. Model parameters can be determined by selecting 3-5 construction sections with different curvatures for trial adjustment, recording the adjustment amplitude and the corresponding change in stress unevenness, and then conducting statistical analysis to ensure that the model fits the actual construction situation. By inputting the calculated local curvature value into the model, the predicted adjustment efficiency for each primary anomaly point can be obtained. In the process of sorting and processing first-level anomalies by adjustment efficiency, the predicted adjustment efficiencies of all first-level anomalies are numerically compared and sorted. Starting from the point with the highest predicted adjustment efficiency, the diagnostic analysis and height adjustment steps are executed sequentially. After the adjustment of each first-level anomaly is completed, the real-time force values ​​and pose data of all unprocessed first-level anomalies are re-acquired through pressure sensors and total station network, and their local curvature and predicted adjustment efficiency are recalculated. If necessary, the processing order of the remaining anomalies is adjusted to adapt to the changes in the overall force state after adjustment. This invention, employing a sorting method based on local curvature and adjustment efficiency models, makes the processing order of primary anomalies more scientifically grounded, avoiding the inefficiency waste caused by blind adjustments. Prioritizing the processing of anomalies with high adjustment efficiency can more quickly improve the overall stress uniformity, shorten the adjustment cycle of individual floor slabs, and improve the overall construction progress. During the adjustment process, data is updated and the sorting is adjusted in real time based on the effects of the processed points, ensuring the dynamic adaptability of the adjustment strategy, reducing mutual interference between different anomalies, and allowing for faster convergence of overall stress balance, thus guaranteeing the stability and reliability of the adjustment effect.

[0027] In another technical solution, the curvature-adjustment efficiency relationship model is expressed by the following formula: η = k*|C| Where η is the predicted adjustment efficiency, k is the efficiency coefficient obtained through field test calibration, and C is the calculated local curvature value. This formula is derived based on linear correlation analysis and verified by multiple sets of field test data, showing a positive correlation between curvature value and adjustment efficiency. The calibration method for the efficiency coefficient k is to select a typical construction scenario, set different local curvature conditions, conduct three adjustment tests under each condition, record the adjustment range and the change in force unevenness, calculate the adjustment efficiency of each test, and then fit the average value of k. The local curvature value C is calculated using the following formula: C = (△Z1- 2△Z0+ △Z2) / d 2 Wherein, △Z0 is the vertical displacement deviation of the target first-level anomaly point (center point) relative to the design elevation, △Z1 is the vertical displacement deviation of the adjacent monitoring point located on one side of the target point relative to the design elevation, △Z2 is the vertical displacement deviation of the adjacent monitoring point located on the other side of the target point relative to the design elevation, and d is the distance between adjacent monitoring points; the calculation process can be completed by the data analysis module built into the monitoring system, which will automatically output the curvature value; Displacement deviation data are obtained through total station network measurement; the spacing d between adjacent monitoring points can be determined according to the specifications of the floor decking, commonly 0.5m or 1m, to ensure that the measurement data can reflect the local deformation characteristics; By employing this technical solution, this invention provides a quantitative method for calculating local curvature and a model for predicting adjustment efficiency. This allows the adjustment sequence of primary anomalies to be based on objective data rather than human experience, thus improving the scientific rigor of adjustment decisions. The efficiency coefficient is calibrated through on-site experiments, ensuring the model's adaptability to different construction scenarios and making the prediction results more consistent with actual construction conditions. The application of this quantitative method avoids the blind selection of the adjustment sequence, improves the targeting and effectiveness of adjustments, and provides clear technical guidance for the construction process, facilitating standardized operation by construction personnel and ensuring the consistency of adjustment effects.

[0028] In another technical solution, when calculating the stress unevenness at each temporary support point, a dynamic stability determination is first performed. The dynamic stability determination method is as follows: The real-time force values ​​of the pressure sensors at each temporary support point are obtained over a continuous 30-second period, forming a real-time force value sequence. Calculate the variance of each real-time force value sequence, mark temporary support points whose variance exceeds the preset variance threshold as dynamic instability points, pause the diagnostic analysis and height adjustment of all current dynamic instability points, and issue a safety check alarm. After the dynamic instability point is eliminated or its real-time force value sequence variance recovers to within the preset variance threshold, the average force value and force unevenness are recalculated based on the real-time force values ​​of all stable temporary support points, and the subsequent diagnostic analysis and height adjustment steps are continued. In the dynamic instability point identification and alarm triggering process, a preset variance threshold can be determined based on the pressure sensor's range and construction requirements. This threshold is used to identify abnormal high-frequency micro-fluctuations in the force on the support point. For example, when the sensor range is 0-100kN, to effectively monitor initial instability phenomena such as support slippage, the variance threshold can be set to 0.05% to 0.1% of the square of the range. This threshold is determined after analyzing the normal fluctuation range of the force on the support point under stable conditions. The data analysis module of the monitoring system calculates the variance of each real-time force value sequence. If the variance exceeds the preset threshold, the temporary support point is marked as a dynamic instability point. The system automatically suspends the diagnostic analysis and height adjustment of all dynamic instability points and issues a safety inspection alarm through audible and visual signals. Following the recovery of stability from a dynamically unstable point, the subsequent operational steps involve re-collecting the real-time force values ​​of all stable temporary support points after the dynamically unstable point has been eliminated or its real-time force value sequence variance has returned to within a preset threshold. The average force value and force unevenness are then recalculated using the original calculation method, and subsequent diagnostic analysis and height adjustment steps are performed. The experimental subject is a temporary support system, and the experimental method simulates instability conditions such as support loosening and sudden load changes to verify the accuracy of stability assessment. By employing this technical solution, the dynamic stability judgment mechanism of this invention can promptly identify the risk of instability in temporary supports, avoiding distortion of force data caused by support instability. This prevents adjustments based on erroneous data, reducing damage to the floor slab or potential structural safety hazards. The setting to pause adjustments and issue alarms at dynamic instability points allows construction personnel time to investigate safety issues, reducing safety risks during construction. Data is recalculated only after the instability point has stabilized, ensuring the reliability of the force analysis and adjustment scheme, providing stable support conditions for subsequent construction, and guaranteeing overall installation quality.

[0029] In another technical solution, the elimination of the dynamic instability point or the recovery of its real-time force value sequence variance to within a preset variance threshold is confirmed by any of the following methods: a) After issuing a safety inspection alarm, the system automatically and continuously monitors the dynamic instability point, with the monitoring frequency consistent with the data acquisition frequency; when the variance of the real-time force value sequence of its pressure sensor is lower than the preset variance threshold for 60 consecutive seconds, the point is determined to have recovered stability. b) After issuing a safety inspection alarm, the dynamic instability point is inspected and dealt with, and a confirmation command is entered into the monitoring system; after receiving the command, the monitoring system determines that the point has returned to stability; Once a dynamic instability point has been determined to be stable using any of the above methods, it is reinstated into the calculation of the average force value and the force non-uniformity. The monitoring system can be configured with a manual input interface. After staff have inspected and addressed a dynamically unstable point, such as tightening supports or removing obstacles, they can input a confirmation command into the monitoring system through this interface. Upon receiving the command, the monitoring system determines that the point has returned to stability without waiting for monitoring time, simplifying the handling process. In the data integration phase after stabilization, regardless of whether the dynamic unstable point has been determined to be stable through automatic monitoring or manual confirmation, the monitoring system will reinstate the point into the calculation range of average force value and force unevenness, and synchronously update all relevant data to ensure that subsequent diagnostic analysis and adjustment are based on complete support point data. By adopting this technical solution, the two instability point recovery determination methods of this invention are adapted to different types of instability scenarios. Minor instability can be recovered automatically without manual intervention, improving construction efficiency; severe instability can be quickly recovered via commands after manual handling, reducing construction interruption time. Automatic monitoring and determination ensure the objectivity of the results, while manual confirmation and determination take into account the flexibility of handling. The combination of the two ensures construction safety and avoids unnecessary delays. After the instability point is recovered, it is re-included in the data calculation, ensuring the integrity of the stress analysis, making subsequent adjustment schemes more accurate, and ensuring the continuity and stability of the construction process.

[0030] In another technical solution, the following steps are performed when hoisting the first steel truss floor slab: When the floor decking falls to a height of 0.5-1 meter above the top surface of the temporary support (the height can be 0.5m, 0.8m or 1m), the falling process should be paused. The preliminary elevation of the four corner points of the floor deck is measured in real time using a total station network. The measured preliminary elevation is compared with the design elevation. If the elevation deviation of any corner point exceeds 10 mm, the position of the floor deck is preliminarily leveled by adjusting the hoisting ropes. After completing the initial leveling, control the floor decking to continue falling. In the preliminary elevation measurement and deviation assessment stage, a total station model with target tracking function can be selected and installed in a location with a wide field of vision around the construction area, capable of simultaneously monitoring the elevation of the four corner points of the floor slab. During measurement, the preliminary elevation data of the four corner points are acquired in real time and compared with the design elevation one by one. A 10mm elevation deviation threshold is set. If the elevation deviation of any corner point exceeds this threshold, preliminary leveling is required. In the preliminary leveling and continued lowering stage, the leveling operation is achieved by adjusting the length of the hoisting ropes. The operator adjusts the rope length of the corresponding corner point according to the elevation data fed back by the total station until the elevation deviation of all four corner points is less than 10mm, completing the preliminary leveling. After leveling, the hoisting equipment is controlled to lower the floor slab until it is stably placed on the temporary supports. By employing this technical solution, the pre-leveling stage during the floor decking hoisting process of this invention can correct significant elevation deviations before the floor decking is placed in position, reducing the workload and difficulty of subsequent temporary support adjustments and avoiding severe uneven support stress caused by excessive initial deviations. The reasonable setting of the pause height facilitates elevation measurements with a total station and prevents floor decking swaying or sudden changes in position caused by excessive height, improving the safety and accuracy of the pre-leveling operation. Lowering the floor decking after preliminary leveling lays a solid foundation for subsequent precise adjustments, making it easier to achieve a uniform support stress, indirectly improving overall installation efficiency and accuracy.

[0031] In another technical solution, the final fixing of the floor decking employs a stress-matching welding sequence, specifically including the following steps: Before welding, read the steady-state stress values ​​of the pressure sensors on all temporary support points and calculate the average value. Mark temporary support points whose current stress value is more than 10% higher than the average value as high stress points and temporary support points whose current stress value is more than 10% lower than the average value as low stress points. When welding, start welding from the temporary support point area where the stress value is closest to the average value (the stress state in this area is relatively stable, and using it as a starting point can reduce the impact of subsequent welding on the overall stress). Then, alternate between high stress point areas and low stress point areas (avoid stress concentration caused by continuous welding in a single area) until all fixing points are welded. During the welding process, the stress value of each temporary support point is continuously monitored. If the stress value of any temporary support point changes by more than 20% during the welding process, welding is suspended and welding is resumed only after the stress value at that point is redistributed and stabilized. Before welding, high / low stress points are marked. Pressure sensors collect the steady-state stress values ​​of all temporary support points. The steady-state criterion is that the stress fluctuation is less than 5% within 10 seconds. The average value of all stress values ​​is calculated by the monitoring system. A stress deviation threshold of 10% is set. Temporary support points with a current stress value more than 10% higher than this average are marked as high stress points, and those more than 10% lower are marked as low stress points. Marking is done through the monitoring system's display interface for easy identification by operators. During welding, pressure sensors continuously monitor the stress values ​​of each temporary support point, and a stress change threshold of 20% is set. If the stress value of any temporary support point changes by more than this threshold during welding, welding is immediately paused until the stress value at that point is redistributed and stabilized before welding resumes. By employing this technical solution, the marking of high and low stress points before welding provides a clear basis for planning the welding sequence, avoiding stress concentration caused by blind welding. The stress-matched welding sequence, starting with the stress-stable area and then alternately welding high and low stress areas, effectively disperses welding thermal stress, reduces deformation of the floor deck caused by localized stress superposition, and ensures that the calibrated positional accuracy is not compromised. The stress monitoring and pause mechanism during welding can promptly respond to sudden stress changes caused by welding, preventing support instability or damage to the floor deck due to rapid stress changes, while ensuring the stability of weld quality and improving the reliability of the final fixed structure.

[0032] In another technical solution, the method of alternating welding between high-stress and low-stress points is as follows: Using the center of the floor deck as a reference, all high-stress points and low-stress points are divided into multiple symmetrically distributed sector areas; Based on all high-stress and low-stress points, a welding sequence queue is generated. This sequence queue must meet two conditions: first, no two of the three consecutive weld points in the queue should be located in the same sector area; second, high-stress and low-stress points should alternate in the queue. The queue generation can be completed through manual planning or with the assistance of a monitoring system to ensure that the above conditions are met.

[0033] Based on the generated welding sequence queue, the welding work at all points is completed sequentially.

[0034] In the sector division stage, the center of the floor decking is used as a reference. A measuring tape and scribe are used to divide the area into 4 or 6 sectors, the number determined by the size of the floor decking and the distribution of high / low stress points, ensuring a relatively uniform and symmetrical distribution of stress points within each sector. During division, radial lines are drawn from the center to the edge, evenly dividing the floor decking into multiple sector areas to facilitate identification of the weld points by operators. The welding process is then completed in sequence, with operators following the generated welding order to complete the welding of all points sequentially. This invention employs a fan-shaped area division based on the center of the floor decking, resulting in a more balanced distribution of high and low stress points and providing a reasonable spatial division basis for optimizing the welding sequence. Two constraints on the welding sequence queue prevent stress superposition caused by concentrated welding in the same area and continuous welding of similar stress points, further improving the uniformity of welding stress distribution. This welding method is adaptable to floor deckings of different sizes and stress distributions, minimizing welding deformation, ensuring the installation accuracy and surface flatness of the floor decking, while improving the overall stress rationality of the weld and extending the service life of the structure.

[0035] Although embodiments of the present invention have been disclosed above, they are not limited to the applications listed in the specification and embodiments. They can be applied to various fields suitable for the present invention. For those skilled in the art, other modifications can be easily made. Therefore, without departing from the general concept defined by the claims and their equivalents, the present invention is not limited to the specific details and embodiments shown and described herein.

Claims

1. A construction method for reinforced steel truss floor slabs, characterized in that, Includes the following steps: A construction monitoring system was established, which included a total station network deployed in the construction area and pressure sensors installed on temporary supports. Before hoisting the first steel truss floor slab, the initial coordinates of each temporary support point were measured and recorded through the total station network. The first steel truss floor slab was hoisted onto the temporary support. Pressure sensors monitored the real-time stress values ​​at each temporary support point, and the total station network synchronously monitored the initial position and orientation of the floor slab. The average value of the real-time force values ​​monitored by all pressure sensors is calculated as the average force value. Based on the real-time force value and the average force value of each temporary support point, the force unevenness of each temporary support point is calculated. Temporary support points with an absolute value of force unevenness exceeding 15% are identified as temporary support points with abnormal force. Combining the floor decking position and posture data monitored by the total station network, the temporary support points with abnormal force are diagnosed and analyzed, and an adjustment scheme containing height adjustment or height adjustment commands is generated. According to the adjustment scheme, the height of the temporary support points with abnormal force is adjusted by 1-3mm. After the height adjustment is completed, the plane position and levelness of the floor decking are measured by the total station network to ensure that the plane deviation of the floor decking from the design position is less than 5mm and the levelness deviation is less than 3mm / m. If the plane position or levelness does not meet the requirements, the diagnostic analysis and height adjustment steps starting from the real-time stress value monitoring are repeated until the requirements are met. After the first floor decking meets the requirements, it is positioned and welded to the main structure. When installing subsequent floor deckings, the aforementioned real-time stress monitoring, position monitoring, diagnostic analysis and height adjustment steps are performed on each subsequent floor decking. After the height adjustment is completed, the relative height difference and plane misalignment between the subsequent floor decking and the adjacent installed floor decking are verified. If the relative height difference exceeds 2mm or the plane misalignment exceeds 3mm, the diagnostic analysis and height adjustment are continued until the relative height difference and plane misalignment meet the requirements. After all floor decking is installed, a 3D scanner is used to check the overall flatness and generate a flatness distribution map. Based on the flatness distribution map, additional adjustments are made to areas where the plane deviation exceeds 5mm or the levelness deviation exceeds 3mm / m. After all adjustments are completed and the requirements are confirmed to be met, the final fixing of the floor decking is carried out. The diagnostic analysis employs a phased prioritization strategy, which includes the following steps: Based on the absolute value of the stress unevenness, temporary support points with abnormal stress are divided into primary and secondary abnormal points. Temporary support points with an absolute value of stress unevenness exceeding 25% are defined as primary abnormal points, while temporary support points with an absolute value of stress unevenness between 15% and 25% are defined as secondary abnormal points. First, the primary anomaly points are diagnosed and analyzed to generate adjustment plans. Then, the height of all primary anomaly points is adjusted according to the adjustment plans. Next, the real-time stress values ​​and floor decking position data of each temporary support point are monitored through pressure sensors and total station network, and the list of support points with abnormal stress is updated. Based on the updated list of support points with abnormal stress, diagnostic analysis and height adjustment are performed on the support points of secondary abnormal points.

2. The construction method for reinforced concrete truss floor slabs as described in claim 1, characterized in that, When adjusting the height of each primary and secondary anomaly point, a step-by-step, gradual adjustment method is adopted. The adjustment method is as follows: First, a primary adjustment plan is derived based on the diagnostic analysis. The initial adjustment is then executed according to this plan, with the adjustment range being 50% of the range specified in the plan. After the initial adjustment is completed, once the real-time force value of the pressure sensor stabilizes, the abnormal points after the initial adjustment are re-diagnosed and analyzed based on the stabilized real-time force value and the floor decking position data, and a secondary adjustment plan is generated. The final height adjustment of the abnormal point is completed according to the secondary adjustment plan. The standard for stabilizing the real-time force value of the pressure sensor is that the force fluctuation amplitude is less than 5% within 10 consecutive seconds.

3. The construction method for reinforced concrete truss floor slabs as described in claim 2, characterized in that, In the steps of performing diagnostic analysis and high-level adjustment on all first-level anomalies, the processing order of first-level anomalies is dynamically optimized based on the predicted adjustment efficiency, specifically including: For each identified primary anomaly point, the pose data of the floor decking in the area where the point is located is retrieved simultaneously from the total station network monitoring, and the local curvature of the floor decking at that point is calculated based on this data. The local curvature is input into a preset curvature-adjustment efficiency relationship model to predict the adjustment efficiency for each first-level anomaly point. The adjustment efficiency is defined as the absolute value of the force non-uniformity that can be reduced by the unit height adjustment amplitude, and is positively correlated with the curvature. Based on the predictive adjustment efficiency, all first-level anomalies are sorted, and diagnostic analysis and high-level adjustment are performed on the first-level anomalies with the highest predictive adjustment efficiency first, while the remaining first-level anomalies are processed in descending order of predictive adjustment efficiency.

4. The construction method for reinforced concrete truss floor slabs as described in claim 3, characterized in that, The curvature-adjustment efficiency relationship model is expressed by the following formula: η = k * |C| Where η is the predicted regulation efficiency, k is the efficiency coefficient obtained through field test calibration, and C is the calculated local curvature value; The local curvature value C is calculated using the following formula: C = (△Z1 - 2△Z0 + △Z2) / d 2 Wherein, △Z0 is the vertical displacement deviation of the target first-level anomaly point relative to the design elevation, △Z1 is the vertical displacement deviation of the adjacent monitoring point located on one side of the target point relative to the design elevation, △Z2 is the vertical displacement deviation of the adjacent monitoring point located on the other side of the target point relative to the design elevation, and d is the distance between adjacent monitoring points.

5. The construction method for reinforced concrete truss floor slabs as described in claim 1, characterized in that, When calculating the stress unevenness at each temporary support point, a dynamic stability determination is first performed. The dynamic stability determination method is as follows: The real-time force values ​​of the pressure sensors at each temporary support point are obtained over a continuous 30 seconds to form a real-time force value sequence. The sampling interval is set to 0.1 seconds to ensure the continuity and integrity of the data. Calculate the variance of each real-time force value sequence, mark temporary support points whose variance exceeds the preset variance threshold as dynamic instability points, pause the diagnostic analysis and height adjustment of all current dynamic instability points, and issue a safety check alarm. After the dynamic instability point is eliminated or its real-time force value sequence variance recovers to within the preset variance threshold, the average force value and force non-uniformity are recalculated based on the real-time force values ​​of all stable temporary support points, and subsequent diagnostic analysis and height adjustment steps are performed.

6. The construction method for reinforced concrete truss floor slabs as described in claim 5, characterized in that, The dynamic instability point is eliminated or the variance of its real-time force value sequence recovers to within a preset variance threshold, confirmed by any of the following methods: a) After issuing a safety check alarm, the system automatically monitors the dynamic instability point continuously; when the variance of the real-time force value sequence of its pressure sensor is lower than the preset variance threshold for 60 consecutive seconds, the point is determined to have recovered stability. b) After issuing a safety inspection alarm, the dynamic instability point is inspected and dealt with, and a confirmation command is entered into the monitoring system; after receiving the command, the monitoring system determines that the point has returned to stability; Once a dynamic instability point has been determined to be stable using any of the above methods, it is reinstated into the calculation of the average force value and the force non-uniformity.

7. The construction method for reinforced concrete truss floor slabs as described in claim 1, characterized in that, When hoisting the first steel truss floor slab, follow these steps: When the floor decking falls to a height of 0.5-1m above the top surface of the temporary support, the falling process should be paused. The preliminary elevation of the four corner points of the floor deck is measured in real time using a total station network. The measured preliminary elevation is compared with the design elevation. If the elevation deviation of any corner point exceeds 10mm, the position of the floor deck is preliminarily leveled by adjusting the hoisting ropes. After completing the initial leveling, control the floor decking to continue falling.

8. The construction method for reinforced concrete truss floor slabs as described in claim 1, characterized in that, When finally fixing the floor decking, a stress-matching welding sequence is used, specifically including the following steps: Before welding, read the steady-state stress values ​​of the pressure sensors on all temporary support points and calculate the average value. Mark temporary support points whose current stress value is more than 10% higher than the average value as high stress points and temporary support points whose current stress value is more than 10% lower than the average value as low stress points. When welding, start welding from the temporary support point area where the stress value is closest to the average value, and then alternate between high stress point area and low stress point area until all fixing points are welded. During the welding process, the stress value of each temporary support point is continuously monitored. If the stress value of any temporary support point changes by more than 20% during the welding process, welding is suspended and resumed only after the stress value at that point has redistributed and stabilized.

9. The construction method for reinforced concrete truss floor slabs as described in claim 8, characterized in that, The method of alternating welding between high-stress and low-stress points is as follows: Using the center of the floor deck as a reference, all high-stress points and low-stress points are divided into multiple symmetrically distributed sector areas; Based on all high-stress and low-stress points, a welding sequence queue is generated, which must satisfy two conditions: First, in any three solder joints arranged consecutively in the queue, no two solder joints may be located within the same sector area; Secondly, high-stress points and low-stress points should alternate in the queue; Based on the generated welding sequence queue, the welding of all weld points is completed sequentially.