Dynamic control construction method for adaptive multi-hoisting point synchronous lifting of large-span steel corridor

Abstract

This invention relates to a dynamic control construction method for adaptive multi-point synchronous lifting of a large-span steel corridor, belonging to the field of steel structure construction technology. The method includes the following steps: In the preparation stage, a guide tower and lifting platform are erected next to the main building, and an assembly jig is laid on the ground. Assembly Unit 1: The uppermost lifting unit of the corridor is assembled on the ground jig. During the initial hooking, both ends of Unit 1 are reinforced, and steel strands are connected to the lifting equipment. During the first lifting, Unit 1 is lifted to a certain height, and Lifting Unit 2 is assembled below it. During the second lifting, Units 1 and 2 are lifted as a whole, and Lifting Unit 3 is assembled below them. During the third lifting, the entire structure is lifted to the design elevation, connected and fixed to the pre-assembled platform, and the edge sealing rod is installed. Dismantling: The lifting equipment and tower are dismantled. This method features high safety, high precision, strong adaptability, and reasonable stress distribution. It solves the technical pain points in existing lifting construction, such as difficulty in controlling installation precision, insufficient quality stability, and poor stress concentration control.

Description

Technical Field

[0001] This invention relates to the field of steel structure construction technology, specifically to a dynamic control construction method for adaptive multi-point synchronous lifting of large-span steel connecting corridors. Background Technology

[0002] In the process of modern urbanization, high-rise buildings are increasing, and large-span steel connecting corridors are widely used to connect different buildings. However, the construction and installation of large-span steel connecting corridors face many technical challenges: I. Complex construction environment and high lifting difficulty: Large-span steel connecting corridors are usually located at high altitudes between two main buildings, with large spans and heavy weights. Traditional lifting methods (such as direct lifting by tower cranes) are often limited by the lifting capacity and operating radius of the lifting equipment, making them difficult to implement. If the full-span scaffolding method is used, a huge support system needs to be built on the ground, which is not only costly and time-consuming, but may also be limited by ground site conditions (such as insufficient load-bearing capacity of the basement roof slab, narrow site, etc.).

[0003] Second, high-altitude assembly poses high safety risks: If the high-altitude assembly method is adopted, the workers need to work in an environment with extremely high edge for a long time, which makes it difficult to guarantee the welding quality and poses great safety hazards.

[0004] Third, the requirements for synchronous lifting control are stringent: When using hydraulic integral lifting technology, due to the large span and relatively low stiffness of the connecting corridor structure, improper control of the synchronicity between multiple lifting points can easily generate large secondary stresses within the structure, and even lead to structural deformation and instability. Traditional lifting control often lacks a refined graded loading and dynamic adjustment mechanism.

[0005] IV. Significant impact of environmental factors: During the high-altitude lifting process, changes in wind speed and temperature have a significant impact on the positioning accuracy and stress state of large-span structures, and conventional construction methods often lack targeted dynamic compensation measures.

[0006] 5. Uncontrollable load transfer process: During the unloading process of the structure in place, how to smoothly transfer the load from the lifting equipment to the main structure and avoid sudden load changes that cause joint cracking is a major challenge in construction control. Summary of the Invention

[0007] This invention primarily addresses the shortcomings of existing technologies by providing a dynamic control construction method for adaptive multi-point synchronous lifting of large-span steel connecting corridors. This method features high safety, high precision, strong adaptability, and reasonable stress distribution. It solves the technical pain points in existing large-span steel connecting corridor lifting construction, such as difficulty in controlling installation accuracy, insufficient quality stability, and poor stress concentration prevention. It employs a process of ground assembly, segmented cumulative lifting, and high-altitude docking, achieving multi-segment cumulative lifting through the installation of temporary support columns. Synchronous control is achieved by adjusting the flow rate based on the intermediate lifting point.

[0008] The above-mentioned technical problems of the present invention are mainly solved by the following technical solutions: A dynamic control construction method for adaptive multi-point synchronous lifting of a large-span steel connecting corridor includes a pair of main buildings, with a large-span steel connecting corridor between the upper parts of the main buildings. Pre-installed platforms are provided at both ends of the large-span steel connecting corridor and between the main buildings. Sealing rods are provided on the sides of both the pre-installed platforms and the sides of the large-span steel connecting corridor. The large-span steel connecting corridor consists of lifting unit one, lifting unit two, and lifting unit three from top to bottom.

[0009] The synchronous lifting dynamic control construction method includes the following operation steps: Step 1: Several guide towers are installed on both sides of the installation location of the large-span steel corridor. A lifting platform is welded to the inner side of the upper part of the guide tower, and a hydraulic lifter is installed on the lifting platform.

[0010] Step 2: Lay several assembly frames between the two main buildings, and carry out the welding and assembly of lifting unit one on the assembly frames.

[0011] Step 3: Add reinforcing rods to both ends of the lifting unit, and set steel strands between the two ends of the lifting unit and the hydraulic lifter for lifting. The steel strands are connected and fixed to the lifting unit using a lifting device.

[0012] Step 4: Perform the first lifting and complete the welding and assembly of the second lifting unit structure at the lower end of the lifting unit.

[0013] Step 5: Perform the second lifting operation to complete the welding and assembly of the lower part of the lifting unit 3 structure.

[0014] Step 6: After completing the overall frame of the large-span steel corridor, a third lifting is carried out to bring the large-span steel corridor to the correct elevation. Then, the pre-installed platform is connected and fixed to the large-span steel corridor. Next, the edge sealing rods are installed to ensure that the large-span steel corridor is under overall stress.

[0015] Step 7: Dismantle the lifting platform, hydraulic lifter, and guide tower.

[0016] As a preferred option, site leveling, basement roof reinforcement, and post-pouring strip treatment should be completed before construction to ensure the stability of the foundation bearing capacity during assembly and lifting; the guide tower should be 1.5 meters to 2 meters above the hydraulic lifter.

[0017] As a preferred option, a plane control network and elevation monitoring points are set up, and simulation calculations are used to provide a basis for the configuration of lifting equipment and construction control. The key working conditions of the entire lifting process are simulated and calculated using finite element software, and the maximum stress ratio is predicted to be 0.583 and the maximum deformation to be 18mm.

[0018] As a preferred method, the hydraulic lifting system is activated for the first lift, and the load is applied in stages according to the design load: 20%, 40%, 60%, 70%, 80%, 90%, 95%, and 100%. After each stage of loading, the system pauses for 5 minutes to automatically check the synchronization of the lifting points and the balance of forces, and adjusts the parameters accordingly. When the lifting unit detaches from the assembly jig by 100mm, the lifting is paused and the elevation of each lifting point is finely adjusted to bring the lifting unit into the design position. After standing for 12 hours, the structural deformation and the stability of the lifting point reaction force are monitored. Once confirmed to be correct, the unit is lifted synchronously at the set speed, and the system makes real-time dynamic adjustments in preparation for the next stage of assembly.

[0019] Before lifting, simulation calculations were performed to select the most stable lifting point as the reference lifting point, and its lifting speed was set to 6-8 m / h and the stroke reference value.

[0020] The system collects displacement data of each lifting point in real time through stroke sensors and compares the difference with the reference lifting point. When the displacement deviation of a certain lifting point exceeds 5mm, the system automatically adjusts the hydraulic pressure of the corresponding hydraulic lifter with an adjustment accuracy of ±0.1MPa and corrects the lifting speed to ensure that the height difference between the lifting points is always ≤20mm. Stress sensors with an accuracy of ±1MPa are installed at truss nodes and key welds to transmit data to the computer control system in real time and generate dynamic monitoring curves.

[0021] As a preferred option, the second lifting process uses 130t and 200t truck cranes for assisted hoisting. After assembly, it is connected to the roof truss lifting unit to form a whole. After the connection welds pass non-destructive testing, the graded loading process is repeated.

[0022] As a preferred option, the combination of lifting unit one and lifting unit two is lifted 4.5m and then paused, left to stand for 12 hours while the structural status is monitored. The attitude of the lifting points is adjusted through the computer control system to ensure that the levelness of the combined lifting unit meets the requirements.

[0023] As a preferred method, during the third lift, when the large-span steel connecting corridor is raised to 200mm from the design elevation, the lifting speed is reduced to 2m / h. Utilizing the fine-tuning and jogging functions of the computer synchronous control system, when the horizontal displacement of the lifting unit is ≤10mm or the torsional angle is ≤0.1°, millimeter-level jogging adjustments are made using a single hydraulic lifter to correct the structural posture. Combined with precise measurement data from a total station, the lifting height of each lifting point is adjusted to control the deviation between the large-span steel connecting corridor and the pre-installed platform within 2mm, achieving precise positioning. After positioning, temporary positioning pins are used to fix the interface position to prevent structural displacement.

[0024] By combining the reaction force data of the lifting points monitored by the hydraulic pressure sensor, when the reaction force of a certain lifting point exceeds 90% of the design value, the system automatically reduces the lifting speed of that lifting point, and at the same time fine-tunes the pressure of adjacent lifting points to disperse the concentrated load and avoid excessive local stress in the structure.

[0025] As a preferred method, the ambient temperature is monitored in real time during the lifting process. When the ambient temperature deviates from the design temperature by more than 5°C, the deformation is calculated based on the coefficient of linear expansion of the steel and dynamic compensation is performed. When the instantaneous wind speed exceeds 6 m / s, the lifting is suspended and the lifting unit is temporarily fixed to avoid the wind load affecting the structural stability.

[0026] The deformation ΔL is calculated based on the coefficient of linear expansion of steel. The deformation caused by temperature change is calculated as follows: ΔL = L0 × α × ΔT.

[0027] As a preferred method, after the edge sealing rods of the large-span steel connecting corridor are installed, a tiered unloading process is initiated. The load is unloaded in stages: 95%, 90%, 80%, 70%, 60%, 50%, 40%, and 20% of the design load. After each stage of unloading, the structure is left to stand for 30 minutes to monitor the stress redistribution and deformation stability during load transfer. During unloading, a computer system precisely controls the unloading amount at each lifting point, with an unloading accuracy of 1mm, to prevent sudden load transfer that could lead to joint cracking.

[0028] The present invention can achieve the following effects: This invention provides a dynamic control construction method for adaptive multi-point synchronous lifting of large-span steel corridors. Compared with existing technologies, it features high safety, high precision, strong adaptability, and reasonable stress distribution. High safety: Through graded loading, static monitoring, and simulation pre-playing, construction risks are greatly reduced. High precision: Combining computer synchronous control and total station monitoring, millimeter-level installation accuracy is achieved. Strong adaptability: It can cope with the effects of temperature changes and wind loads, ensuring structural stability through dynamic adjustments. Reasonable stress distribution: The graded unloading technology ensures a smooth stress redistribution during load transfer.

[0029] It has the following significant beneficial effects: I. Breaking down the project into smaller parts reduces construction difficulty and cost. By dividing the large-span steel corridor into three lifting units from top to bottom and adopting a "ground assembly + cumulative lifting" process, the overall one-time hoisting of ultra-large components is avoided, reducing the requirements for the lifting equipment capacity. At the same time, the ground assembly operation environment is better than that at high altitudes, which greatly improves welding quality and construction safety, and reduces the amount of scaffolding erected at high altitudes.

[0030] II. Graded loading and static monitoring to ensure lifting safety. A strict graded loading process (gradual loading from 20% to 100%) was designed for the first lifting start, followed by a 12-hour static period after removal from the formwork. This mechanism effectively exposes potential structural defects. Through automatic system verification and manual monitoring, it ensures structural stress balance and posture stability during removal from the formwork and the initial lifting phase, effectively preventing structural damage caused by uneven stress.

[0031] III. Simulation-based pre-control and dynamic adjustment to ensure structural safety. Before construction, finite element software was used to perform full-process simulation calculations (predicting the maximum stress ratio and deformation), providing a theoretical basis for construction. During the lifting process, a computer-controlled synchronous system was used to dynamically adjust the lifting point posture in real time, achieving "theory guiding practice, data guiding construction," effectively controlling structural deformation and internal forces.

[0032] IV. Environmental Adaptive Compensation for Improved Construction Accuracy. The method incorporates an environmental monitoring mechanism. When the temperature deviation exceeds 5℃, deformation calculation and compensation are performed; when the wind speed exceeds 6m / s, work is suspended. This dynamic response mechanism to environmental factors effectively reduces the interference of natural factors on construction accuracy and structural stability, ensuring the precision of the connecting corridor installation.

[0033] V. Millimeter-level precision positioning for high-quality docking. During the third lifting and positioning phase, the docking deviation was controlled within 2mm through methods such as speed reduction (2m / h), computer fine-tuning, and total station measurement. Temporary positioning pins were used for fixation, ensuring the accuracy and efficiency of high-altitude docking and solving the problem of difficult docking of large-span components.

[0034] VI. Scientific graded unloading ensures stable structural stress. The unique graded unloading process (gradually reducing from 95% to 20%), coupled with 30 minutes of static monitoring at each stage, ensures a smooth transition of load from the lifting equipment to the permanent structure. This meticulous control avoids the risk of impact cracking at structural nodes caused by sudden load transfer, guaranteeing that the final stress state of the structure meets design requirements. Attached Figure Description

[0035] Figure 1 This is a top view of the structure of the present invention.

[0036] Figure 2 This is a schematic diagram of the assembly structure of the large-span steel connecting corridor of the present invention.

[0037] Figure 3 This is a schematic diagram of the lifting structure of the lifting unit one of the present invention.

[0038] Figure 4 This is a schematic diagram of the lifting structure of the second lifting unit of the present invention.

[0039] Figure 5 This is a schematic diagram of the lifting structure of the lifting unit three of the present invention.

[0040] Figure 6 This is a schematic diagram of the installation structure of the edge sealing rod of the present invention.

[0041] In the diagram: 1. Main building; 2. Prefabricated platform; 3. Large-span steel connecting corridor; 4. Edge sealing rod; 5. Lifting unit 1; 6. Lifting unit 2; 7. Lifting unit 3; 8. Lifting platform; 9. Hydraulic lifter; 10. Steel strand; 11. Lifting tool; 12. Reinforcing rod; 13. Assembly frame; 14. Guide tower. Detailed Implementation

[0042] The technical solution of the invention will be further described in detail below through embodiments and in conjunction with the accompanying drawings.

[0043] Example: Figure 1-6 As shown, a dynamic control construction method for adaptive multi-point synchronous lifting of a large-span steel corridor includes a pair of main buildings 1, with a large-span steel corridor 3 connected to the upper part of the main buildings 1. Pre-installed platforms 2 are installed at both ends of the large-span steel corridor 3 and between them and the main buildings 1. Sealing rods 4 are installed on the sides of both the pre-installed platforms 2 and the sides of the large-span steel corridor 3. The large-span steel corridor 3 consists of lifting unit 1 5, lifting unit 2 6, and lifting unit 3 7 from top to bottom.

[0044] The synchronous lifting dynamic control construction method includes the following operation steps: Step 1: Before construction, complete site leveling, basement roof slab reinforcement, and post-pouring strip treatment to ensure foundation stability during assembly and lifting. Several guide towers 14 are installed on both sides of the large-span steel connecting corridor 3. A lifting platform 8 is welded to the inner side of the upper part of the guide tower 14, and a hydraulic lifter 9 is installed on the lifting platform 8. The guide tower 14 is 1.5 meters to 2 meters above the hydraulic lifter 9.

[0045] A plane control network and elevation monitoring points were set up, and simulation calculations were used to provide a basis for the configuration of lifting equipment and construction control. The key working conditions of the entire lifting process were simulated and calculated using finite element software, and the maximum stress ratio was predicted to be 0.583 and the maximum deformation to be 18mm.

[0046] Step 2: Lay several assembly frames 13 between the two main buildings, and perform welding and assembly work on the lifting unit 5 on the assembly frames 13.

[0047] Step 3: Add reinforcing rods 12 to both ends of lifting unit 5. Set steel strands 10 between both ends of lifting unit 5 and hydraulic lifting device 9 for lifting. Use lifting device 11 to connect and fix steel strands 10 to lifting unit 5.

[0048] Step 4: Perform the first lifting and complete the welding and assembly of the structure of lifting unit 2 6 at the lower end of lifting unit 1 5.

[0049] The hydraulic lifting system is activated for the first lift, and the load is applied in stages according to the design load: 20%, 40%, 60%, 70%, 80%, 90%, 95%, and 100%. After each stage of loading, the system pauses for 5 minutes to automatically check the synchronization of the lifting points and the balance of forces, and adjusts the parameters accordingly. When lifting unit 5 is 13,100 mm away from the assembly jig, the lifting is paused and the elevation of each lifting point is finely adjusted to bring lifting unit 5 into the design position. It is then left to stand for 12 hours to monitor the structural deformation and the stability of the lifting point reaction force. After confirming that everything is correct, the unit is lifted synchronously at the set speed, and the system makes real-time dynamic adjustments in preparation for the next stage of assembly.

[0050] Step 5: Perform the second lifting and complete the welding and assembly of the structure of lifting unit 3 7 at the lower end of lifting unit 2 6.

[0051] The second lifting operation employed 130t and 200t truck cranes for assisted hoisting. After assembly, it was connected to the roof truss lifting unit to form a whole. After the connection welds passed non-destructive testing, the graded loading process was repeated. The combined lifting unit 5 and lifting unit 6 were lifted 4.5m and then paused for 12 hours while the structural condition was monitored. The posture of the lifting points was adjusted through the computer control system to ensure that the levelness of the combined lifting unit met the requirements.

[0052] Step 6: After completing the overall frame of the large-span steel corridor 3, a third lifting is carried out to bring the large-span steel corridor 3 to the elevation position. Then, the pre-installed platform 2 is connected and fixed to the large-span steel corridor 3. Next, the edge sealing rod 4 is installed to make the large-span steel corridor 3 bear the overall force.

[0053] When the large-span steel connecting corridor 3 was raised to 200mm from the design elevation during the third lifting, the lifting speed was reduced to 2m / h. Using the fine-tuning and jogging functions of the computer synchronous control system, combined with the precise measurement data of the total station, the lifting height of each lifting point was adjusted so that the deviation between the large-span steel connecting corridor 3 and the pre-installed platform 2 was controlled within 2mm, achieving precise positioning. After positioning, the interface position was fixed by temporary positioning pins to prevent structural displacement.

[0054] During the lifting process, the ambient temperature is monitored in real time. When the ambient temperature deviates from the design temperature by more than 5°C, the deformation is calculated based on the linear expansion coefficient of the steel and dynamic compensation is performed. When the instantaneous wind speed exceeds 6 m / s, the lifting is suspended and the lifting unit is temporarily fixed to avoid the wind load affecting the structural stability.

[0055] Step 7: After the installation of the edge sealing rods 4 on the large-span steel connecting corridor 3 is completed, the graded unloading process is initiated. The load is unloaded in stages according to 95%, 90%, 80%, 70%, 60%, 50%, 40%, and 20% of the design load. After each stage of unloading, the structure is left to stand for 30 minutes to monitor the stress redistribution and deformation stability during load transfer. During unloading, the unloading amount at each lifting point is precisely controlled by a computer system, with an unloading accuracy controlled within 1mm to prevent sudden load transfer that could cause joint cracking. The lifting platform 8, hydraulic lifter 9, and guide tower 14 are then dismantled.

[0056] In summary, the adaptive multi-point synchronous lifting dynamic control construction method for large-span steel corridors features high safety, high precision, strong adaptability, and reasonable stress distribution.

[0057] Multi-level safety verification: Through multiple layers of protection, including "simulation pre-control + graded loading + static placement after demolition + static placement during lifting", the absolute safety of the structure is ensured during the dynamic lifting process.

[0058] Millimeter-level precision control: By combining total station and computer fine-tuning, 2mm interface deviation control and 1mm unloading precision control are achieved.

[0059] Environmental Adaptability: Specific temperature compensation thresholds (5℃) and wind speed shutdown standards (6m / s) have been established to ensure adaptability for all-weather construction.

[0060] Smooth load transfer: The unique graded unloading process (8 load levels) effectively avoids the impact of sudden load transfer on structural nodes.

[0061] The above description is only a specific embodiment of the present invention, but the structural features of the present invention are not limited thereto. Any changes or modifications made by those skilled in the art within the scope of the present invention are covered by the patent scope of the present invention.

Claims

1. A dynamic control construction method for adaptive multi-point synchronous lifting of a large-span steel connecting corridor, characterized in that: It includes a pair of main buildings (1), with a large-span steel corridor (3) between the upper parts of the main buildings (1). Both ends of the large-span steel corridor (3) are equipped with pre-installed platforms (2) between the main buildings (1) and the pre-installed platforms (2) and the large-span steel corridor (3) are equipped with sealing rods (4). The large-span steel corridor (3) is composed of lifting unit one (5), lifting unit two (6) and lifting unit three (7) from top to bottom. The synchronous lifting dynamic control construction method includes the following operation steps: Step 1: Several guide towers (14) are installed on both sides of the installation position of the large-span steel corridor (3). A lifting platform (8) is welded on the inner side of the upper part of the guide tower (14), and a hydraulic lifter (9) is installed on the lifting platform (8). Step 2: Lay several assembly frames (13) between the two main buildings (1), and perform welding and assembly of lifting unit 1 (5) on the assembly frames (13); Step 3: Add reinforcing rods (12) to both ends of lifting unit 1 (5), and set steel strands (10) between the two ends of lifting unit 1 (5) and hydraulic lifter (9) for lifting. The steel strands (10) and lifting unit 1 (5) are connected and fixed by lifting device (11); Step 4: Perform the first lifting and complete the welding and assembly of the lifting unit 2 (6) structure at the lower end of lifting unit 1 (5); Step 5: Perform the second lifting to complete the welding and assembly of the lifting unit 3 (7) structure at the lower end of lifting unit 2 (6); Step 6: After completing the overall frame of the large-span steel corridor (3), the third lifting is carried out so that the large-span steel corridor (3) reaches the elevation position. Then, the pre-installation platform (2) is connected and fixed to the large-span steel corridor (3). Next, the sealing rod (4) is installed so that the large-span steel corridor (3) is subjected to overall force. Step 7: Dismantle the lifting platform (8), hydraulic lifter (9) and guide tower (14).

2. The adaptive multi-suspension point synchronous lifting dynamic control construction method for large-span steel connecting corridors according to claim 1, characterized in that: Before construction, the site was leveled, the basement roof was reinforced and the post-pouring strip was treated to ensure the stability of the foundation bearing capacity during assembly and lifting. The guide tower (14) is 1.5 meters to 2 meters above the hydraulic lifter (9).

3. The adaptive multi-suspension point synchronous lifting dynamic control construction method for large-span steel connecting corridors according to claim 1, characterized in that: A plane control network and elevation monitoring points were set up, and simulation calculations were used to provide a basis for the configuration of lifting equipment and construction control. The key working conditions of the entire lifting process were simulated and calculated using finite element software, and the maximum stress ratio was predicted to be 0.583 and the maximum deformation to be 18mm.

4. The adaptive multi-suspension point synchronous lifting dynamic control construction method for large-span steel connecting corridors according to claim 1, characterized in that: The hydraulic lifting system is activated for the first lifting operation. The load is applied in stages according to the design load of 20%, 40%, 60%, 70%, 80%, 90%, 95%, and 100%. After each loading stage, the system pauses for 5 minutes. The system automatically checks the synchronization of the lifting points and the balance of the force, and adjusts the parameters. When the lifting unit 1 (5) is 100mm away from the assembly jig (13), the lifting is paused and the elevation of each lifting point is finely adjusted so that the lifting unit 1 (5) is in the design posture. It is left to stand for 12 hours to monitor the structural deformation and the stability of the lifting point reaction force. After confirming that there are no errors, the lifting is carried out synchronously at the set speed. The system is dynamically adjusted in real time to prepare for the next stage of assembly.

5. The adaptive multi-suspension point synchronous lifting dynamic control construction method for large-span steel connecting corridors according to claim 1, characterized in that: The second lifting process involved using 130t and 200t truck cranes for assisted hoisting. After assembly, the components were connected to the roof truss lifting unit to form a whole. After the connection welds passed non-destructive testing, the graded loading process was repeated.

6. The adaptive multi-suspension point synchronous lifting dynamic control construction method for large-span steel connecting corridors according to claim 5, characterized in that: After lifting unit 1 (5) and lifting unit 2 (6) together by lifting 4.5m, pause and let stand for 12 hours while monitoring the structural status. Adjust the posture of the lifting points through the computer control system to ensure that the level of the combined lifting unit meets the requirements.

7. The adaptive multi-suspension point synchronous lifting dynamic control construction method for large-span steel connecting corridors according to claim 1, characterized in that: When the large-span steel corridor (3) is lifted to 200mm from the design elevation during the third lifting, the lifting speed is reduced to 2m / h. Using the fine-tuning and jogging functions of the computer synchronous control system, combined with the precise measurement data of the total station, the lifting height of each lifting point is adjusted so that the deviation between the large-span steel corridor (3) and the pre-installed platform (2) is controlled within 2mm, and the precise positioning is achieved. After positioning, the interface position is fixed by temporary positioning pins to prevent structural displacement.

8. The adaptive multi-suspension point synchronous lifting dynamic control construction method for large-span steel connecting corridors according to claim 1, characterized in that: During the lifting process, the ambient temperature is monitored in real time. When the ambient temperature deviates from the design temperature by more than 5°C, the deformation is calculated based on the linear expansion coefficient of the steel and dynamic compensation is performed. When the instantaneous wind speed exceeds 6 m / s, the lifting is suspended and the lifting unit is temporarily fixed to avoid the wind load affecting the structural stability.

9. The adaptive multi-suspension point synchronous lifting dynamic control construction method for large-span steel connecting corridors according to claim 1, characterized in that: After the installation of the edge sealing rod (4) of the large-span steel corridor (3) is completed, the graded unloading process is started. The load is unloaded in stages according to 95%, 90%, 80%, 70%, 60%, 50%, 40%, and 20% of the design load. After each unloading, the structure is left to stand for 30 minutes to monitor the stress redistribution and deformation stability during the load transfer process. During the unloading process, the unloading amount of each lifting point is precisely controlled by the computer system, with the unloading accuracy controlled within 1mm, to avoid sudden load transfer that could cause the nodes to crack.

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