Construction method of large structure on heavy foundation of industrial building

Abstract

This application relates to the field of heavy foundation construction technology for industrial buildings, and discloses a construction method for large structures on heavy foundations for industrial buildings. The method includes: structurally disassembling an ultra-high-rise heavy-duty prefabricated structure for industrial buildings to produce prefabricated components of load-bearing modules, transition modules, and extension modules; inverting the load-bearing modules onto the heavy-duty reinforced concrete foundation of the industrial building, laying the foundation bearing plate and installing foundation embedded connectors, assembling and welding wall panels ring by ring after installing hydraulic jacking equipment, lifting the wall panels using the hydraulic jacking equipment and completing the subsequent wall panel assembly and welding, and fixing the wall panels to the foundation embedded connectors; inverting the transition modules onto an auxiliary load-bearing foundation, lifting the wall panels to a preset height, and then connecting the transition modules to the load-bearing modules; and hoisting the extension modules as a whole using a crane, connecting them to the transition modules to complete the construction. This method improves the construction efficiency of large structures on heavy foundations for industrial buildings.

Description

Technical Field

[0001] This application relates to the field of heavy foundation construction technology for industrial buildings, specifically to a construction method for large structures on heavy foundations of industrial buildings. Background Technology

[0002] In the field of industrial construction, the construction of ultra-high heavy prefabricated structures on heavy reinforced concrete foundations is often hampered by limited space. Traditionally, when constructing load-bearing and transitional modules using the direct assembly method, the wall panels need to be hoisted to the air and assembled and welded ring by ring from bottom to top. This not only significantly increases the amount of work at height and raises the safety risks of workers falling or being struck by objects, but also makes it difficult to accommodate large hoisting equipment for the entire operation in confined spaces, resulting in low construction turnover efficiency. At the same time, the wall panels are susceptible to swaying due to environmental factors during the high-altitude assembly process, making it difficult to guarantee the verticality of the structure and the splicing accuracy. The ring-by-ring high-altitude assembly is also prone to the accumulation of deviations, which greatly increases the difficulty of connecting the modules. Ultimately, this leads to an extension of the overall construction period and insufficient stability of the installation quality of large industrial building structures. Summary of the Invention

[0003] In order to solve or at least partially solve the above-mentioned technical problems, this application provides a construction method for large structures on heavy foundations of industrial buildings.

[0004] This application provides a construction method for large structures on heavy foundations of industrial buildings, including the following steps:

[0005] S1. The ultra-high heavy-duty prefabricated structure for industrial buildings is structurally disassembled to produce prefabricated components such as load-bearing modules, transition modules and extension modules.

[0006] S2. On the heavy reinforced concrete foundation of the industrial building, the load-bearing module is installed by inversion. The foundation bearing plate is laid, the foundation pre-embedded connectors are installed simultaneously, the hydraulic jacking equipment is installed, and the wall panels of the load-bearing module are assembled and welded ring by ring. The assembled wall panels are lifted by the hydraulic jacking equipment, and the subsequent wall panels are assembled and welded in sequence, and the wall panels are fixedly connected to the foundation pre-embedded connectors.

[0007] S3. On the auxiliary load-bearing foundation, the transition module is installed by inversion. The wall panels of the transition module are welded together ring by ring. The wall panels of the transition module are lifted to the preset docking height by the hydraulic lifting equipment, and then the transition module is docked with the load-bearing module.

[0008] S4. The extension module is hoisted as a whole using a crane, and the extension module is connected to the transition module to complete the construction of the large structure on the heavy foundation of the industrial building.

[0009] During the process of lifting the wall panel of the transition module to the preset docking height using the hydraulic lifting equipment, the method further includes the following steps:

[0010] The orientation of the wall panel is corrected in real time by a positioning calibration device pre-installed on the outer wall of the transition module, so that the wall panel is kept within the target orientation range, and the wall panel is welded ring by ring to form a continuous design surface. The real-time orientation correction of the wall panel by the positioning calibration device pre-installed on the outer wall of the transition module specifically includes: continuously collecting the spatial orientation data of the wall panel of the transition module by the positioning calibration device, comparing the collected spatial orientation data with the target orientation data of the heavy structure construction design of industrial buildings in real time, and judging whether the spatial orientation of the wall panel deviates from the preset target orientation range. If the positioning calibration device detects a deviation in the spatial orientation of the wall panel, it performs real-time orientation correction of the wall panel of the transition module. The real-time orientation correction operation is performed synchronously with the lifting action of the hydraulic jacking equipment.

[0011] Optionally, the assembled wall panels are lifted using the hydraulic lifting equipment, and subsequent wall panels are assembled and welded sequentially, specifically including the following steps:

[0012] The wall panels of each lifting area in the assembled circle are simultaneously lifted to a preset height, and the horizontality and verticality of the wall panels in each lifting area are kept within the target error range; wherein, the lifting area is evenly divided along the circumference of the wall panel, and the wall panel is fixed by an expansion ring device pre-installed on the inner side wall of the wall panel during the lifting process;

[0013] Removable temporary supports are installed on the inner sidewall of the wall panel for circumferential fixation;

[0014] Assemble and weld the next ring of wall panels and remove the detachable temporary support;

[0015] Repeat the above steps until the load-bearing module is completely inverted.

[0016] Optionally, the expansion ring device has a segmented structure, and the ends of each expansion ring unit are connected by bolts for disassembly.

[0017] After the wall panel assembled by the expansion ring device is fixed, the method further includes the following steps:

[0018] Detect local contour deviations of the wall panel, adjust the bolt preload between each expansion ring unit according to the local contour deviations, and correct local protrusions or depressions in the wall panel.

[0019] The method further includes the following steps during the process of lifting the wall panel using a hydraulic jacking device:

[0020] The stress data of each expansion ring unit is monitored in real time, and the stress data of all expansion ring units is kept within the preset stress range by adjusting the bolt preload.

[0021] Optionally, the detachable temporary support includes a support body and a buffer pad that fits into the wall panel. The detachable temporary support is evenly distributed along the circumference of the inner wall of the wall panel, and its support points are staggered from the longitudinal seams of the wall panel.

[0022] Optionally, during the process of synchronously lifting the wall panels of each lifting area in the assembled circle to a preset height, the method further includes:

[0023] The circumferential torsional displacement of the wall panel is kept within the displacement threshold range by a circumferential limiting structure pre-set on the outside of the wall panel.

[0024] Optionally, the specific steps for assembling and welding the next ring of wall panels include:

[0025] The longitudinal seams of this ring wall panel are welded using a segmented back-welding method from the middle to both ends;

[0026] A rigid fixing block is installed on the outside of the circumferential joint of the wall panel;

[0027] Weld the circumferential joint between the upper and lower ring wall panels;

[0028] The rigid fixing block is used to limit the shrinkage and deformation of the wall panel during the welding process.

[0029] Optionally, before simultaneously raising the wall panels of each lifting area in the assembled circle to a preset height, the method further includes:

[0030] The hydraulic lifting device applies a preset preload to the assembled wall panel and detects the stress and deformation data of the wall panel and the expansion ring device.

[0031] Adjust the bolt preload of the expansion ring device or the support force of the detachable temporary support to correct the wall panel whose stress deformation data exceeds the stress deformation threshold range.

[0032] Optionally, in the process of structurally disassembling and fabricating prefabricated components for ultra-high-rise heavy-duty prefabricated structures used in industrial buildings, the method further includes the following steps:

[0033] Obtain construction reference data for heavy reinforced concrete foundations and auxiliary load-bearing foundations of industrial buildings, and perform factory-end adaptation processing on the docking ends of the load-bearing module, the transition module and the extension module based on the construction reference data;

[0034] After transporting the prefabricated components to the construction site, the method further includes the following steps:

[0035] Temporary load-bearing protective structures are installed in the storage areas of prefabricated components for heavy reinforced concrete foundations and auxiliary load-bearing foundations;

[0036] The prefabricated components are placed on the temporary load-bearing protective structure.

[0037] Optionally, before installing the hydraulic jacking device, the method further includes the following steps:

[0038] Surface pretreatment is performed on the deployment area of ​​the hydraulic jacking equipment on the heavy reinforced concrete foundation and auxiliary load-bearing foundation;

[0039] Based on the lifting force distribution data of the load-bearing module and the transition module, mark the equipment positioning points in the pre-processed deployment area, and install the hydraulic jacking equipment to the corresponding positioning points.

[0040] All installed hydraulic lifting devices are pre-pressurized and tested to ensure that the initial stress state of each hydraulic lifting device is consistent.

[0041] The method provided in this application has the following beneficial effects:

[0042] Firstly, this application solves the problem of mismatch between precast components and on-site foundations by disassembling the ultra-high heavy precast structure into load-bearing modules, transition modules, and extension modules. During the precast stage, the factory-end adaptation processing of the docking ends is completed in conjunction with the construction benchmark data of the heavy foundation on site. At the same time, a temporary load-bearing protective structure is set up after the precast components arrive on site. This effectively solves the problem of mismatch between precast components and on-site foundations, reducing on-site adjustments and rework. In addition, the temporary load-bearing protective structure can effectively protect the heavy reinforced concrete foundation and auxiliary load-bearing foundation, avoiding local overload damage to the foundation during the storage of precast components, and ensuring the structural integrity of the foundation and the reliability of subsequent load bearing.

[0043] Secondly, this application adopts a reverse installation method combined with hydraulic jacking for the load-bearing module and the transition module, which replaces the traditional high-altitude scaffolding construction mode in ultra-high structure construction, greatly reducing the safety risks and construction costs of high-altitude operations; by assembling and welding the wall panels ring by ring and simultaneously using hydraulic jacking equipment to complete the lifting operation, the continuous assembly of heavy structural wall panels is realized, which significantly shortens the on-site construction cycle and greatly improves the construction efficiency of large structures on heavy foundations of industrial buildings compared with the traditional forward installation method.

[0044] Third, before installing the hydraulic jacking equipment, this application ensures that the initial stress state of multiple hydraulic jacking devices is consistent through surface pretreatment of the foundation deployment area, positioning installation, and unified hydraulic source pre-pressurization and debugging. This avoids the risk of structural deformation caused by uneven stress from the equipment deployment level. Combined with the ring-by-ring welding of the wall panels and the accurate docking between modules during the inverted construction, the formed large structure and heavy foundation form a complete load-bearing structure, effectively ensuring the installation accuracy and overall structural stability of the large structure and meeting the long-term load-bearing requirements of heavy industrial building structures.

[0045] Fourth, based on the structural characteristics and construction scenario differences of the load-bearing module, transition module, and extension module, this application adopts differentiated construction methods, namely inverted hydraulic jacking construction and overall crane hoisting, to achieve accurate matching between construction technology and module characteristics and optimize the allocation of construction resources. The final completed large structure can be stably connected with the heavy foundation of industrial buildings, which comprehensively improves the scientificity and practicality of large structure construction on heavy foundation of industrial buildings. Attached Figure Description

[0046] Figure 1 A schematic diagram of a construction method for a large structure on a heavy foundation of an industrial building, provided as an embodiment of this application;

[0047] Figure 2 This application provides a schematic diagram of a construction scenario for a large structure on a heavy foundation of an industrial building, as an embodiment of the present application.

[0048] Figure 3 A side view of an expansion ring device and a detachable temporary support structure provided in an embodiment of this application;

[0049] Figure 4 A top view of an expansion ring device structure provided in an embodiment of this application;

[0050] Figure 5 A side view of a detachable temporary support structure provided in an embodiment of this application;

[0051] Figure 6 A side view of a rigid fixing block structure provided in an embodiment of this application. Detailed Implementation

[0052] To make the objectives, technical solutions, and advantages of this application clearer, specific embodiments of this application will be described in further detail below with reference to the accompanying drawings. It should be understood that the specific embodiments described herein are merely for explaining this application and not for limiting it. It should also be noted that, for ease of description, only the parts relevant to this application are shown in the drawings, not all of them. Before discussing exemplary embodiments in more detail, it should be mentioned that some exemplary embodiments are described as processes or methods depicted as flowcharts. Although the flowcharts describe operations (or steps) as sequential processes, many of these operations can be performed in parallel, concurrently, or simultaneously. Furthermore, the order of the operations can be rearranged. The process can be terminated when its operation is completed, but may also have additional steps not included in the drawings. The process can correspond to a method, function, procedure, subroutine, subprogram, etc.

[0053] The technical solutions of the embodiments of this application will be clearly described below with reference to the accompanying drawings. Obviously, the described embodiments are only some, not all, of the embodiments of this application. All other embodiments obtained by those skilled in the art based on the embodiments of this application are within the scope of protection of this application.

[0054] See Figure 1 This application provides a construction method for large structures on heavy foundations of industrial buildings, including the following steps:

[0055] S1. The ultra-high heavy-duty prefabricated structure for industrial buildings is structurally disassembled to produce prefabricated components such as load-bearing modules, transition modules and extension modules.

[0056] S2. On the heavy reinforced concrete foundation of the industrial building, the load-bearing module is installed by inversion, the foundation bearing plate is laid, the foundation pre-embedded connectors are installed simultaneously, the hydraulic jacking equipment is installed, the wall panels of the load-bearing module are assembled and welded ring by ring, the assembled wall panels are lifted by the hydraulic jacking equipment, the subsequent wall panels are assembled and welded in sequence, and the wall panels are fixedly connected to the foundation pre-embedded connectors.

[0057] S3. On the auxiliary load-bearing foundation, the transition module is installed by inversion. The wall panels of the transition module are welded together ring by ring. The wall panels of the transition module are lifted to the preset docking height by hydraulic jacking equipment, and then the transition module is docked with the load-bearing module.

[0058] S4. The extension module is hoisted as a whole using a crane, and then connected to the transition module to complete the construction of the large structure on the heavy foundation of the industrial building.

[0059] The method provided in this application is applicable to the construction of ultra-high heavy-duty large structures on heavy reinforced concrete foundations and supporting auxiliary load-bearing foundations in industrial buildings. It can effectively solve the problems of large-scale high-altitude operations, limited construction sites leading to low equipment turnover efficiency, difficulty in ensuring installation accuracy, and insufficient stability of the connection between the structure and the foundation in traditional large-scale structure construction. The core is to achieve efficient, safe and precise construction of large structures through a combination of prefabricated structure disassembly, low-altitude ground inversion construction, hydraulic jacking, and overall hoisting and docking.

[0060] Specifically, the disassembly of ultra-high-rise heavy-duty prefabricated structures for industrial buildings is carried out based on the overall design requirements of the industrial building, the structural load-bearing distribution characteristics, and the spatial conditions of the construction site. Each disassembled module is adapted to the on-site construction requirements of the industrial building. The load-bearing module, as the main load-bearing core of this large structure, has a structural design that matches the load-bearing capacity and stress distribution of the heavy-duty reinforced concrete foundation of the industrial building, serving as the fundamental support for the entire large structure. The transition module serves as the connection between the load-bearing module and the extension module, and its structural form ensures the smooth transmission of force between modules. The extension module is designed according to the actual use and vertical expansion needs of the industrial building, realizing the functional extension of the building structure. All the above prefabricated components are manufactured using standardized factory processing methods. The processes of material cutting, assembly, and welding can be completed in the factory, effectively improving the processing accuracy of the components, reducing the workload of on-site construction, and avoiding the instability in processing quality caused by environmental and site factors during on-site processing.

[0061] The heavy-duty reinforced concrete foundation of an industrial building is the core load-bearing foundation of the entire large structure. Its construction and acceptance must be completed and passed beforehand to confirm that its load-bearing capacity, flatness, and other indicators meet construction requirements before the inversion construction of the load-bearing modules can proceed. During construction, the foundation bearing slab is laid first. This slab serves as the bottom support structure for the load-bearing modules, fitting snugly against the upper surface of the heavy-duty reinforced concrete foundation to provide a stable support surface for the modules. It also distributes the pressure transmitted from the modules to the foundation, preventing excessive localized stress and deformation. Simultaneously, embedded connectors are installed. The installation position and quantity of these connectors match the design layout of the load-bearing module's wall panels, reserving a structure for the subsequent fixed connection between the wall panels and the heavy-duty reinforced concrete foundation, thus forming an integrated load-bearing system between the subsequent large structure and the heavy-duty reinforced concrete foundation. After the foundation preparations are completed, hydraulic jacking equipment is installed at designated locations on the heavy reinforced concrete foundation. The installation position of the hydraulic jacking equipment is determined according to the lifting force distribution of the load-bearing module's wall panels, ensuring that the lifting force is evenly transmitted to the wall panels and preventing deformation due to uneven force during the lifting process. Subsequently, the wall panels of the load-bearing module are assembled and welded ring by ring. This operation is carried out entirely on the ground or at low altitude, significantly reducing the safety risks of falls and falling objects compared to traditional high-altitude assembly and welding. The stability of the ground environment also effectively improves the precision of the wall panel assembly and welding. After the assembly and welding of this ring of wall panels is completed, the assembled wall panels are lifted to a preset height using the hydraulic jacking equipment. The subsequent wall panels are then assembled and welded in the same manner. During the wall panel assembly and welding process, the wall panels are simultaneously fixed to the foundation's pre-embedded connectors, ensuring that each ring of wall panels forms a firm connection with the heavy reinforced concrete foundation. Ultimately, the formed load-bearing module and the heavy industrial building foundation form an integrated structure, guaranteeing overall load-bearing stability and structural strength.

[0062] The auxiliary load-bearing foundation is determined based on the structural weight and installation location of the transition module, as well as the overall foundation layout of the industrial building. Its load-bearing capacity matches the weight of the transition module and the additional loads during construction. The inverted installation process of the transition module is consistent with that of the load-bearing module. Wall panels are assembled and welded ring by ring on the auxiliary load-bearing foundation, with the entire process conducted in a ground / low-altitude working environment to ensure assembly and welding accuracy and reduce construction difficulty. After the wall panel assembly and welding are completed, the transition module wall panels are lifted using hydraulic jacking equipment. During the lifting process, the lifting height is controlled to the preset docking height according to the overall design elevation of the industrial building, the actual installation height of the load-bearing module, and the connection design requirements between the transition module and the load-bearing module. Once the transition module reaches the preset docking height, its position is fine-tuned and calibrated to complete the docking operation between the transition module and the load-bearing module, forming a complete connection system for the main body of the large structure.

[0063] After the extension module completes overall prefabrication and processing acceptance in the factory, its structure is ready for overall hoisting. During construction, an appropriate crane is selected for hoisting operations based on the weight of the extension module, hoisting height, hoisting radius, and working space of the construction site. During hoisting, the spatial position of the extension module is gradually adjusted according to the design requirements of the industrial building and the docking interface position of the transition module to achieve docking between the extension module and the transition module. Once the extension module and the transition module are firmly docked, the entire construction operation of the large structure on the heavy foundation of the industrial building is completed. Figure 2 This is a schematic diagram of a construction scenario for a large structure on a heavy foundation of an industrial building, provided in an embodiment of this application. Most of the structure is simplified in the diagram, which only shows the load-bearing module 100, transition module 200, extension module 300, heavy reinforced concrete foundation 400, and auxiliary load-bearing foundation 500.

[0064] This construction method significantly improves component processing accuracy and reduces on-site construction workload by disassembling ultra-high-rise heavy-duty prefabricated structures for industrial buildings into different modules for factory prefabrication. Simultaneously, the inverted assembly construction process is applied to the construction of large structures on heavy-duty foundations of industrial buildings, allowing the welding of core wall panel assemblies to be performed on the ground or at low altitudes, effectively reducing the risks of working at heights and improving construction safety. The use of hydraulic jacking equipment makes the module lifting process smoother, ensuring installation accuracy, while the overall hoisting method simplifies the installation process of extension modules and improves construction efficiency. This integrated process is suitable for scenarios with limited space and high difficulty in installing heavy structures in industrial building construction, while ensuring the connection stability of large structures with heavy-duty foundations and the overall structural strength, thus improving the overall reliability of large-scale structure construction on heavy-duty foundations of industrial buildings.

[0065] In some embodiments, the method further includes the following steps during the process of raising the wall panel of the transition module to a preset docking height using a hydraulic lifting device:

[0066] The positioning and calibration device, which is pre-set on the outer wall of the transition module, corrects the position and posture of the wall panel in real time, keeping the wall panel within the target position and posture range, so that the wall panel can form a continuous design surface after being assembled and welded ring by ring.

[0067] The transition module is installed by inversion on the auxiliary load-bearing foundation. After the transition module wall panels are assembled and welded ring by ring, a positioning calibration device is pre-set on the outer wall of the transition module before the transition module wall panels are lifted to the preset docking height by hydraulic jacking equipment. The device is evenly distributed around the circumference of the transition module wall panels, adapts to the structural characteristics of the transition module, and can capture the spatial posture of the wall panels in real time.

[0068] During the process of lifting the transition module wall panel to the preset docking height using hydraulic jacking equipment, the positioning calibration device is simultaneously activated to perform real-time correction of the wall panel's posture. Specifically, the positioning calibration device continuously collects the spatial posture data of the transition module wall panel, compares the collected spatial posture data with the target posture data of the heavy structure construction design of industrial buildings in real time, and determines whether the spatial posture of the wall panel deviates from the preset target posture range.

[0069] If the positioning calibration device detects a deviation in the position of the wall panel, it will perform real-time position correction of the wall panel through its own adjustment function. This correction operation is carried out synchronously with the lifting action of the hydraulic jacking equipment. During the correction process, the adjustment range is controlled to ensure that the position of the wall panel can quickly return to the target position range while it is being continuously lifted, so that the wall panel always remains within the designed target position range throughout the entire lifting process.

[0070] During the ring-by-ring assembly welding and lifting process of the transition module wall panels, the lifting operation of each ring of wall panels is carried out in real time with the above-mentioned posture correction. Through the real-time monitoring and correction of the entire process by the positioning calibration device, the posture deviation of the wall panels caused by uneven lifting force, construction environment disturbance and other factors are avoided. This ensures that after the assembly welding of each ring of wall panels, its surface can be smoothly connected with the surface of the previous ring of wall panels without obvious misalignment or unevenness. Ultimately, the wall panels of the transition module form a continuous design surface after ring-by-ring assembly welding. This design surface not only meets the construction accuracy requirements of large structures on heavy foundations of industrial buildings, but also matches the docking surface of the load-bearing module. It provides a flat and continuous structural foundation for the smooth docking of the subsequent transition module and the load-bearing module, ensuring the connection stability of the two modules after docking and the overall structural accuracy of the entire large structure.

[0071] In some implementations, the assembled wall panels are lifted using hydraulic jacking equipment, and subsequent wall panels are then assembled and welded sequentially. This process specifically includes the following steps:

[0072] The wall panels of each lifting area in the assembled circle are simultaneously lifted to a preset height, ensuring that the horizontality and verticality of the wall panels in each lifting area are kept within the target error range; wherein, the lifting area is evenly divided along the circumference of the wall panel, and the wall panel is fixed by an expansion ring device pre-installed on the inner side wall of the wall panel during the lifting process;

[0073] Removable temporary supports are installed on the inner sidewall of the wall panel for circumferential fixation;

[0074] Assemble and weld the next ring of wall panels and remove the detachable temporary supports;

[0075] Repeat the above steps until the load-bearing module is completely inverted.

[0076] Specifically, firstly, based on the circumferential dimensions of the wall panel of this ring (load-bearing module), the number of hydraulic jacking devices, and the distribution characteristics of the jacking force, the wall panel of this ring is evenly divided into several lifting areas along the circumference. Each lifting area corresponds to a set of hydraulic jacking devices, so that the jacking force can be evenly applied to all areas of the wall panel. Before the lifting operation begins, an expansion ring device 601 needs to be pre-installed on the inner wall of this ring of wall panels, such as... Figure 3 As shown, the expansion ring device 601 serves as the core fixing structure during the wall panel lifting process. It can fit tightly against the inner wall of the wall panel, making the dispersed wall panels form a unified force-bearing unit and preventing individual wall panels from shifting or deforming during the lifting process. After the lifting operation starts, all hydraulic jacking equipment is controlled uniformly to achieve synchronous upward lifting of the wall panels in each lifting area. At the same time, using the construction benchmark of heavy industrial building foundations as a reference, the levelness and verticality of the wall panels in each lifting area are verified in real time, and their errors are controlled within the target error range of the construction design to avoid difficulties in subsequent wall panel assembly or uneven structural stress caused by lifting deviations.

[0077] After the wall panel is lifted to the preset height and its horizontal and vertical alignment is confirmed to meet the requirements, detachable temporary supports 602 are installed on the inner sidewall of the wall panel. The location and number of these temporary supports 602 are determined based on the circumferential length of the wall panel, its structural rigidity, and the stress state after lifting. Their function is to provide secondary circumferential fixation for the lifted wall panel, further enhancing its overall stability and preventing circumferential displacement or swaying due to external construction disturbances or its own weight distribution during the subsequent assembly and welding of the next ring of wall panels, thus providing safe and stable working conditions for subsequent construction operations.

[0078] After the temporary support 602 is installed, using the already lifted wall panel as a reference, the next ring of wall panels is assembled in the work area below it. The various segments of the next ring of wall panels are connected according to the construction design requirements, and welding is performed after assembly. Once the assembly and welding of the next ring of wall panels is completed and the welded joints meet the preset strength requirements, the pre-installed detachable temporary support 602 can be removed. The removal process follows the principle of "symmetrical removal and step-by-step operation" to avoid sudden changes in stress on the wall panels due to concentrated removal, ensuring that the wall panels maintain a stable posture after the support is removed.

[0079] After completing the assembly and welding of the next ring of wall panels and removing the temporary supports, the two rings of wall panels that have been assembled and welded are simultaneously lifted to the new preset height using hydraulic jacking equipment in the same manner. After verifying the levelness and verticality, detachable temporary supports are installed. Then, the next ring of wall panels is assembled and welded, and the supports are removed. This process is repeated, following the procedure of "lifting-fixing-assembly and welding-support removal," to complete the inversion construction of the load-bearing module wall panels ring by ring until all load-bearing module wall panels have been assembled and welded and fixedly connected to the pre-embedded connectors of the heavy-duty reinforced concrete foundation of the industrial building. Finally, the inversion construction of the entire load-bearing module is completed.

[0080] In some implementations, the expansion ring device has a segmented structure, with each segment of the expansion ring unit connected and disassembled at its ends by bolts;

[0081] After fixing the assembled wall panel using the expansion ring device, the method further includes the following steps:

[0082] Detect local contour deviations of the wall panel, adjust the bolt preload between each expansion ring unit according to the local contour deviations, and correct local protrusions or depressions in the wall panel.

[0083] The method also includes the following steps in the process of lifting the wall panel using a hydraulic jacking device:

[0084] The stress data of each expansion ring unit is monitored in real time, and the stress data of all expansion ring units is kept within the preset stress range by adjusting the bolt preload.

[0085] like Figure 4 As shown, in this embodiment, the expansion ring device 601 is a segmented structure. The ends of each expansion ring unit 6011 are connected by bolts for disassembly. This structure is suitable for the circumferential fixing requirements of wall panels of different specifications of load-bearing modules. The expansion ring units can be flexibly spliced ​​according to the circumferential dimensions of the wall panel. After splicing, they can fit tightly with the inner sidewall of the wall panel, forming an overall circumferential constraint on the wall panel and avoiding local fitting gaps during the fixing process.

[0086] After the wall panel is fixed by the expansion ring device, in order to ensure that the wall panel meets the design contour accuracy requirements of heavy industrial building structures, it is also necessary to perform local contour correction work. The specific steps are as follows: First, the circumferential overall inspection of the wall panel is carried out to confirm whether there are any contour deviations such as local protrusions or depressions, and to clarify the specific location and magnitude of the deviations; then, based on the detected local contour deviations, the bolt preload between the corresponding expansion ring units is adjusted accordingly. For the local depressions of the wall panel, the bolt preload at both ends of the corresponding expansion ring unit is appropriately increased, and the rigid constraint of the expansion ring is used to drive the wall panel to stretch outward. For the local protrusions of the wall panel, the bolt preload of the corresponding expansion ring unit is finely adjusted to reduce the preload, and the wall panel is corrected in conjunction with its own structural characteristics. By adjusting point by point, the circumferential contour of the wall panel is made to become more uniform, and finally the wall panel as a whole meets the design contour accuracy requirements.

[0087] During the entire process of lifting the wall panel using hydraulic jacking equipment, to prevent contour deformation due to uneven lifting force, it is necessary to monitor and dynamically adjust the stress state of the expansion ring units in real time. The specific operation is as follows: At each stage of wall panel lifting, the stress state data of each expansion ring unit is collected in real time. This data directly reflects the constraint force of the expansion ring unit on the wall panel. Simultaneously, the normal stress range of the expansion ring units is preset. This range is set according to the structural strength of the load-bearing module wall panel, the lifting load, and the design contour requirements. If the stress state data of a certain expansion ring unit exceeds... If the force exceeds the preset range, adjustments are made by tightening or fine-tuning the preload of the corresponding bolts. For expansion ring units with excessive force, the bolts are loosened appropriately to reduce their constraint on the wall panel. For expansion ring units with insufficient force, the bolts are tightened to enhance their constraint. This ensures that the force data of all expansion ring units remains within the preset force range, achieving a uniform distribution of circumferential force on the wall panel. This ensures that the wall panel maintains the design contour accuracy throughout the entire lifting process, avoiding contour deformation of the wall panel due to local force imbalance, and guaranteeing the welding accuracy of the next ring of wall panels.

[0088] In some embodiments, the detachable temporary support includes a support body and a buffer pad that fits into the wall panel. The detachable temporary support is evenly distributed along the circumference of the inner wall of the wall panel, and its support points are staggered from the longitudinal seams of the wall panel.

[0089] During the wall panel lifting stage of the load-bearing module inverted installation, after the wall panel of this ring has been lifted to the preset height and the horizontality and verticality meet the requirements, detachable temporary supports need to be installed on the inner side wall of the wall panel for circumferential fixation. The structure and installation / usage of the temporary supports are as follows:

[0090] like Figure 5As shown, the detachable temporary support 602 is a modular structure, with the core comprising a support body 6021 and a buffer pad 6022 that directly adheres to the inner side of the wall panel. The support body 6021 is a rigid structure with sufficient structural strength and support stiffness to withstand the radial force exerted by the wall panel after it is lifted, providing stable circumferential constraint. The buffer pad 6022 is made of a flexible and wear-resistant material, and its contact surface with the wall panel is adapted to the design contour of the inner side of the wall panel, allowing for a tight fit. This avoids direct contact between the rigid support body and the wall panel, preventing scratches and localized deformation of the wall panel surface, while also increasing the contact area to ensure even distribution of support force and prevent minor deformation caused by localized stress concentration.

[0091] When deploying the detachable temporary support on site, two deployment requirements must be met: First, the detachable temporary support is evenly distributed along the circumference of the inner wall of the wall panel. The spacing is determined based on the circumferential dimensions, structural rigidity, and actual stress distribution of the wall panel, ensuring that all parts of the wall panel receive balanced support force. This avoids problems such as radial offset or tilting of the wall panel due to excessive support force on one side or uneven support points. Second, the support points of the temporary support are staggered from the longitudinal seams of the wall panel. Since the longitudinal seam is the welded connection after the assembly of a single ring of wall panels, its structural strength differs from that of the wall panel body. If the support points act directly on the longitudinal seam, the weld is prone to concentrated support force, which may lead to weld cracking, deformation, and other hidden dangers. Deploying the support points in the area of ​​the wall panel body can ensure the stability of the support and effectively avoid damage to the longitudinal seam weld, thus ensuring the overall structural strength of the wall panel.

[0092] This type of detachable temporary support structure is suitable for low-altitude operations during the inverted construction of large structures on heavy foundations in industrial buildings. It features a simple structure, convenient installation and dismantling, and can quickly complete the circumferential fixing of the wall panels after lifting without affecting the progress of subsequent construction processes. At the same time, through the combination of rigid support and flexible buffer, and the circumferential layout, it maximizes the protection of the integrity of the wall panel structure while ensuring the circumferential fixing effect, avoiding secondary damage caused by the support operation, and providing a stable structural foundation for the assembly and welding of the next ring of wall panels.

[0093] In some embodiments, during the process of synchronously raising the wall panels of each lifting area in the assembled circle to a preset height, the method further includes:

[0094] The circumferential torsional displacement of the wall panel is kept within the displacement threshold range by a circumferential limiting structure pre-set on the outside of the wall panel.

[0095] During the entire process of synchronously lifting the wall panels of each lifting area in this circle to the preset height, a circumferential torsion limit operation is performed simultaneously. The specific implementation requirements and operations are as follows:

[0096] Before the wall panel lifting operation is started, a circumferential limiting structure is pre-set on the outside of the wall panel according to the circumferential dimensions of the load-bearing module wall panel and the division of the lifting area. The layout of this structure is evenly distributed along the circumference of the wall panel and is adapted to the lifting area corresponding to each hydraulic jacking. Moreover, its structural shape fits the outer contour of the wall panel, which can effectively constrain the wall panel in the circumferential direction without hindering the vertical lifting action of the wall panel.

[0097] During the synchronous lifting of the wall panels using the hydraulic jacking equipment, the circumferential limiting structure maintains a constant circumferential constraint on the wall panels. When the wall panels tend to twist circumferentially due to slight uneven forces from the jacking equipment or disturbances in the construction site environment, this limiting structure directly blocks the circumferential displacement of the wall panels, thereby limiting the twisting amplitude and controlling the circumferential torsional displacement within a preset displacement threshold range. This displacement threshold range is set according to the precision requirements of large-scale structural construction on heavy industrial building foundations and matches the target error range for the horizontality and verticality of the wall panels. This avoids deviations in the overall posture of the wall panels due to excessive circumferential torsional displacement, which could lead to misalignment and uneven gaps during subsequent wall panel assembly.

[0098] Throughout the lifting process, the constraint operation of the circumferential limiting structure and the monitoring and adjustment of the horizontal and verticality of the wall panel are carried out simultaneously without interference. Through the constraint of the circumferential limiting structure, the wall panel is lifted to the preset height, which not only meets the target error range requirements for horizontality and verticality, but also avoids excessive circumferential torsional displacement. This ensures that the wall panel maintains an accurate and stable overall posture, providing a structural benchmark for the subsequent installation of detachable temporary supports on the inner wall of the wall panel and the assembly and welding of the next ring of wall panels. This effectively avoids subsequent construction deviations caused by circumferential torsion.

[0099] In some implementations, the specific steps of assembling and welding the next ring of wall panels include:

[0100] The longitudinal seams of this ring wall panel are welded using a segmented back-welding method from the middle to both ends;

[0101] A rigid fixing block is installed on the outside of the circumferential joint of the wall panel;

[0102] Weld the circumferential joint between the upper and lower ring wall panels;

[0103] Among them, the rigid fixing block is used to limit the shrinkage and deformation of the wall panel during the welding process.

[0104] like Figure 6 As shown, after completing the assembly of the next round of wall panels and confirming that the panel gaps and fit meet the construction design requirements, proceed with the welding of the wall panels according to the following steps:

[0105] 1. The longitudinal seam 101 of this ring of wall panels is welded using a segmented back-welding method from the middle to both ends. The longitudinal seam 101, formed after the assembly of this ring of wall panels, is the core connecting structure of the single ring of wall panels, determining the overall structural strength of the single ring of wall panels. Considering the characteristics of heavy industrial building wall panels with large thickness and the tendency for local high-temperature shrinkage deformation during welding, the continuous welding of the entire longitudinal seam is abandoned. Instead, the segmented back-welding operation is carried out from the middle position of the longitudinal seam 101 towards both ends. During welding, the entire longitudinal seam 101 is evenly divided into several welding segments, and welding is completed segment by segment. This method can effectively disperse the heat generated during the welding process, avoiding problems such as excessive shrinkage, warping, or weld cracking in a single area due to continuous high temperature. At the same time, it can balance the welding stress, so that the shrinkage deformation of the longitudinal seam 101 after welding is evenly distributed, ensuring the regular circumferential contour of the single ring of wall panels.

[0106] 2. A rigid fixing block 603 is installed on the outside of the circumferential joint of the wall panel. After all the longitudinal joints 101 of this ring of wall panels are welded and the welds have cooled to room temperature and reached the preset structural strength, a rigid fixing block 603 is installed on the outside of the circumferential joint 102 formed by the butt joint of the upper and lower rings of wall panels. The rigid fixing block 603 is made of a material with sufficient structural strength and rigidity, and is evenly distributed along the circumference of the circumferential joint. When installed, the rigid fixing block is made to fit tightly against the outer surface of the upper and lower rings of wall panels and is fixed by a fastening structure. Its function is to provide circumferential rigid constraint for the upper and lower rings of wall panels, and to offset the shrinkage deformation force that may be generated during the welding of the circumferential joint 102 in advance, so as to avoid radial displacement, misalignment or uneven circumferential joint gap of the wall panel due to welding shrinkage.

[0107] 3. Weld the circumferential joint 102 between the upper and lower wall panels. After the rigid fixing block 603 is in place and confirmed to be firmly attached to the wall panel, the welding operation of the circumferential joint 102 between the upper and lower wall panels is carried out. During the welding process, the rigid fixing block 603 always maintains a constrained state on the wall panel, limiting the shrinkage deformation caused by welding and keeping the relative position of the upper and lower wall panels stable. Then, the welding of the circumferential joint 102 is completed according to the construction design requirements, ensuring the welding quality and connection firmness of the circumferential joint 102. After the circumferential joint 102 is welded and the weld reaches the preset strength requirements, the rigid fixing block 603 is removed according to the construction process, completing the assembly and welding operation of the entire wall panel.

[0108] This embodiment solves the problem of easy deformation during welding of heavy-duty wall panels in industrial buildings by adopting a welding sequence of longitudinal seams followed by circumferential seams, combined with segmented back welding and deformation control measures using rigid fixing blocks. This not only ensures the welding quality of longitudinal and circumferential seams but also effectively controls the impact of welding deformation on the structural accuracy of the wall panels. It ensures that the assembly welding of each ring of wall panels meets the construction accuracy requirements of large structures on heavy-duty industrial building foundations, further improving the overall structural stability and connection strength of the load-bearing modules.

[0109] In some embodiments, before simultaneously raising the wall panels of each lifting area in the assembled circle to a preset height, the method further includes:

[0110] A preset preload is applied to the assembled wall panels using a hydraulic jacking device, and the stress and deformation data of the wall panels and expansion ring devices are detected.

[0111] Adjust the bolt preload of the expansion ring device or the support force of the detachable temporary support to correct the wall panel whose stress deformation data exceeds the stress deformation threshold range.

[0112] Before simultaneously lifting the wall panels of each lifting area in this ring to the preset height, it is necessary to apply pre-tightening force and check and correct the stress deformation of the assembled wall panels and expansion ring devices. The specific implementation steps are as follows:

[0113] The first step involves applying a preset preload to the assembled wall panel using the hydraulic jacking equipment, while simultaneously detecting the stress and deformation data of the wall panel and the expansion ring device. The preset preload value is determined based on the design structural strength of the heavy-duty industrial building wall panel and the magnitude of the actual lifting force during subsequent lifting. This ensures that the preload simulates the actual stress state during the wall panel lifting process without causing structural damage to the wall panel or expansion ring device due to excessive preload. During force application, the application point of the hydraulic jacking equipment is consistent with the stress point during the subsequent formal lifting, ensuring that the transmission path of the preload is the same as during actual lifting. This allows the detected stress and deformation data to accurately reflect the actual load-bearing state of the wall panel and expansion ring device. During the application of the preload, the local deformation and overall deformation of the wall panel, as well as the stress and deformation data of each unit of the expansion ring device, are collected in real time, forming a complete data record.

[0114] The second step involves determining whether the stress-deformation data exceeds the threshold range. This threshold is set based on the precision requirements of large-scale structural construction on heavy industrial foundations and the design and usage requirements of the wall panels and expansion ring devices. If the stress-deformation data of the wall panels and expansion ring devices exceeds this threshold range, targeted corrections are performed. The correction is achieved by adjusting the bolt preload of the expansion ring devices or the support force of the detachable temporary supports: For areas where localized deformation of the wall panel exceeds the threshold, the bolt preload between the corresponding expansion ring units is finely adjusted, utilizing the rigid constraint of the expansion ring devices to perform reverse correction on the deformed areas, restoring the localized deformation to within the threshold range; for uneven overall stress-deformation of the wall panel, the support force of the detachable temporary supports is adjusted to balance the circumferential stress distribution of the wall panel, and the bolt preload of the expansion ring devices is adjusted to correct the overall deformation of the wall panel; if the expansion ring devices themselves have excessive stress-deformation, the deformation of the expansion ring devices is corrected by tightening or loosening the bolts of the corresponding expansion ring units, ensuring their circumferential fixation and contour constraint effect on the wall panel.

[0115] The third step is to re-inspect the wall panel after completing the calibration operation by applying a preset preload using the hydraulic jacking equipment. Once the stress and deformation data of the wall panel and expansion ring device are confirmed to meet the stress and deformation threshold requirements, subsequent synchronous lifting operations of the wall panel will proceed. If the re-inspection still reveals data exceeding the limits, the calibration and re-inspection steps above will be repeated until all stress and deformation data meet the threshold requirements.

[0116] By applying the pre-tightening force, detecting and correcting the stress deformation as described above, the potential structural deformation after the wall panel assembly and welding and before the formal lifting can be eliminated in advance. This ensures that the wall panel and the expansion ring device are always under stable stress during the subsequent synchronous lifting process, avoiding problems such as deviation in the wall panel contour accuracy and imbalance of the expansion ring device during the lifting process due to initial structural deformation. This further ensures the stability and contour accuracy of the wall panel lifting, providing a precise structural benchmark for the assembly and welding of the next round of wall panels.

[0117] In some embodiments, the process of structurally disassembling and fabricating prefabricated components for ultra-high-rise heavy-duty prefabricated structures for industrial buildings further includes the following steps:

[0118] Obtain construction benchmark data for heavy reinforced concrete foundations and auxiliary load-bearing foundations of industrial buildings, and perform factory-side adaptation processing on the docking ends of load-bearing modules, transition modules and extension modules based on the construction benchmark data.

[0119] After transporting the prefabricated components to the construction site, the method also includes the following steps:

[0120] Temporary load-bearing protective structures are installed in the storage areas of prefabricated components for heavy reinforced concrete foundations and auxiliary load-bearing foundations;

[0121] The prefabricated components are placed on the temporary load-bearing protective structure.

[0122] During the process of structurally disassembling and fabricating prefabricated load-bearing modules, transition modules, and extension modules for ultra-high-rise heavy-duty prefabricated structures used in industrial buildings, simultaneous adaptation and processing of the factory and on-site foundations are carried out. The specific operations are as follows: First, construction benchmark data for the heavy-duty reinforced concrete foundation and auxiliary load-bearing foundation of the industrial building is obtained through on-site measurements. This benchmark data includes core data such as the installation positioning benchmark of the heavy-duty reinforced concrete foundation, the location of embedded connectors, the flatness parameters of the foundation bearing surface, the design elevation, and the stress distribution range. Then, this benchmark data is synchronized to the prefabricated component processing end. Based on the data, the docking ends of the load-bearing modules, transition modules, and extension modules are adapted and processed in the factory. According to the location of the foundation embedded connectors, docking grooves or connecting holes are prefabricated at the module docking ends. The module docking surfaces are finely ground to ensure that the flatness and fit of the docking surfaces match the docking requirements of the foundation and adjacent modules. Simultaneously, the dimensional accuracy of the module docking ends is adjusted according to the foundation design elevation to ensure the docking accuracy between the prefabricated components and the on-site foundation and various modules after arrival, reducing the workload of secondary on-site processing.

[0123] After all prefabricated components have been processed and inspected at the factory, they are transported to the construction site. Subsequently, the prefabricated components are stored and protected as required. The specific steps are as follows: First, based on the bearing capacity and stress distribution characteristics of the heavy reinforced concrete foundation and auxiliary load-bearing foundation, combined with the weight and volume of each prefabricated component and the order of retrieval during subsequent construction, a designated storage area for the prefabricated components is demarcated within the foundation. This area must avoid weak points in the foundation and main work access routes on site. Next, a temporary load-bearing protective structure is installed within the designated storage area. The layout of this structure must be load-matched according to the weight of the corresponding prefabricated component. A graded buffer bearing layer is laid to disperse the pressure transmitted from the prefabricated components to the foundation. Simultaneously, detachable bearing supports are installed as needed to ensure that the load of the prefabricated components is evenly distributed on the foundation bearing surface, preventing settlement or deformation of the foundation due to localized concentrated loads. Finally, the prefabricated components of the load-bearing module, transition module, and extension module are placed on the temporary load-bearing protective structure according to their corresponding storage areas. This ensures that the storage location of each prefabricated component matches the installation location for subsequent inverted construction, facilitating quick retrieval and hoisting during subsequent construction. It also prevents damage caused by direct contact between the prefabricated components and the foundation surface, ensuring the structural integrity of the prefabricated components.

[0124] Through the aforementioned factory-side adaptation and processing and on-site temporary load-bearing protection measures, the matching of prefabricated components with the on-site foundation was achieved, the structural stability of the heavy reinforced concrete foundation and auxiliary load-bearing foundation of the industrial building was protected, irreversible damage to the heavy reinforced concrete foundation caused by the storage of prefabricated components was avoided, and the storage layout of prefabricated components on-site was optimized, thereby improving the overall efficiency of subsequent construction.

[0125] In some embodiments, the method further includes the following steps before installing the hydraulic jacking equipment:

[0126] Surface pretreatment is performed on the deployment area of ​​the hydraulic jacking equipment on the heavy reinforced concrete foundation and auxiliary load-bearing foundation;

[0127] Based on the lifting force distribution data of the load-bearing module and the transition module, mark the equipment positioning points in the pre-processed deployment area, and install the hydraulic jacking equipment to the corresponding positioning points;

[0128] Perform pre-pressurization and debugging of the hydraulic source on all installed hydraulic jacking equipment to ensure that the initial stress state of each hydraulic jacking equipment is consistent.

[0129] Before installing the hydraulic jacking equipment, the preliminary deployment work for the hydraulic jacking equipment can be completed by following these steps:

[0130] The first step involves surface pretreatment of the deployment area for the hydraulic jacking equipment on the heavy reinforced concrete foundation and auxiliary load-bearing foundation. First, the designated equipment deployment area is cleaned to remove loose deposits such as laitance, gravel, dust, and oil, ensuring the foundation surface is free of impurities that could affect the fit of the equipment during installation. Then, grinding and leveling processes are used to refine the deployment area, correcting any unevenness on the foundation surface to ensure the flatness meets the installation design requirements of the hydraulic jacking equipment. Simultaneously, the structural strength of the foundation in the deployment area is re-tested to ensure that the area can stably bear the weight of the hydraulic jacking equipment and the additional loads transmitted during subsequent lifting operations, thus preventing problems such as tilting, settlement, or deformation after equipment installation from the foundation level.

[0131] The second step involves marking equipment positioning points in the pre-processed deployment area based on the lifting force distribution data of the load-bearing module and the transition module, and then installing the hydraulic jacking equipment at these points. The lifting force distribution data needs to be comprehensively calculated and determined by considering the overall weight of the wall panels of the load-bearing module and the transition module, the weight of a single ring of wall panels, the lifting height, and the division of the circumferential lifting area. This ensures that the location of each positioning point corresponds to the force-bearing point of the wall panel lifting, allowing the lifting force to be evenly transmitted to the wall panel. When marking the positioning points, the unified construction benchmark for heavy industrial building foundations is used as a reference, and the marking is completed using measuring tools to ensure that the spacing and elevation of each positioning point remain consistent. When installing the hydraulic jacking equipment, the base of the hydraulic jacking equipment is aligned with the positioning point, and the fixing operation of the hydraulic jacking equipment is completed according to the installation specifications. At the same time, the verticality of the hydraulic jacking equipment after installation is corrected to ensure that the hydraulic jacking equipment remains in a vertical installation state.

[0132] The third step involves pre-pressurizing and testing the hydraulic power source for all installed hydraulic jacking equipment to ensure consistent initial stress levels. First, all hydraulic jacking equipment deployed on heavy reinforced concrete foundations and auxiliary load-bearing bases are connected to the same hydraulic power source to ensure synchronized hydraulic supply and pressure stability, avoiding pressure deviations caused by multiple hydraulic power sources. Then, the hydraulic power source is started for slow pre-pressurization, gradually increasing the hydraulic system pressure. During pressurization, the stress level of each hydraulic jacking device is monitored in real time, recording data such as hydraulic pressure and initial lifting stroke. If the monitoring reveals a deviation in the initial stress level of a particular device from the others, the device is corrected by fine-tuning the pressure distribution ratio of the hydraulic power source or its own pressure regulating device until the hydraulic pressure and stress levels of all hydraulic jacking equipment are consistent and within the preset initial stress range. After testing, the pressure regulating devices of all hydraulic jacking equipment and the pressure distribution structure of the hydraulic power source are locked to prevent unexpected deviations in the initial stress level during subsequent operations.

[0133] Through the aforementioned surface pretreatment, positioning installation, and unified hydraulic source pre-pressurization and debugging processes, not only is the installation accuracy of the hydraulic jacking equipment on the heavy foundation of industrial buildings effectively guaranteed, eliminating potential hazards in lifting operations caused by foundation surface problems and equipment positioning deviations, but also the initial stress state of all jacking equipment is unified. This enables each hydraulic jacking device to achieve synchronous, stable, and uniform lifting movements during the subsequent inversion construction of load-bearing modules and transition modules, avoiding tilting, deformation, or positional deviations of the wall panels during lifting due to uneven equipment stress. This further ensures the lifting accuracy and overall structural stability of the large-scale inversion construction on the heavy foundation of industrial buildings.

[0134] During the entire process of inverted construction of large structures on the heavy foundations of the aforementioned industrial buildings, the supporting operation methods for inverted construction can be specifically optimized to address the spatial characteristics of low-altitude operations and the actual operational needs of on-site construction. This further improves the overall efficiency of inverted construction and the standardization of on-site operations, avoiding problems that are prone to occur in inverted construction, such as construction accuracy deviations and operational safety hazards caused by limited low-altitude operation space, poor coordination between construction stages, and improper on-site operation management. In the low-altitude operation stage where the next ring of wall panels is assembled and welded after each ring of wall panels is lifted, the cumbersome method of traditionally setting up temporary operating platforms in sections is abandoned. Instead, a modular, movable, circumferential operating platform is adopted. This platform can be finely adjusted in vertical height according to the height requirements of wall panel assembly and can slide along the circumference of the wall panels, eliminating the need for segmented disassembly and assembly. It is suitable for circumferential assembly and welding operations of wall panels. Simultaneously, the platform integrates guardrails, a small material placement area, and welding tool hanging points, saving time on the erection of temporary facilities and effectively improving the safety and ease of operation of low-altitude work.

[0135] The above description is merely a preferred embodiment and the technical principles employed in this application. This application is not limited to the specific embodiments described herein, and various obvious changes, readjustments, and substitutions that can be made by those skilled in the art will not depart from the scope of protection of this application. Therefore, although this application has been described in detail through the above embodiments, this application is not limited to the above embodiments, and may include many other equivalent embodiments without departing from the concept of this application.

Claims

1. A method of constructing a large structure on a heavy foundation of an industrial building, characterized in that, Includes the following steps: S1. The ultra-high heavy-duty prefabricated structure for industrial buildings is structurally disassembled to produce prefabricated components such as load-bearing modules, transition modules and extension modules. S2. On the heavy reinforced concrete foundation of the industrial building, the load-bearing module is installed by inversion. The foundation bearing plate is laid, the foundation pre-embedded connectors are installed simultaneously, the hydraulic jacking equipment is installed, and the wall panels of the load-bearing module are assembled and welded ring by ring. The assembled wall panels are lifted by the hydraulic jacking equipment, and the subsequent wall panels are assembled and welded in sequence, and the wall panels are fixedly connected to the foundation pre-embedded connectors. S3. On the auxiliary load-bearing foundation, the transition module is installed by inversion. The wall panels of the transition module are welded together ring by ring. The wall panels of the transition module are lifted to the preset docking height by the hydraulic lifting equipment, and then the transition module is docked with the load-bearing module. S4. The extension module is hoisted as a whole using a crane, and the extension module is connected to the transition module to complete the construction of the large structure on the heavy foundation of the industrial building. During the process of lifting the wall panel of the transition module to the preset docking height using the hydraulic lifting equipment, the method further includes the following steps: The orientation of the wall panel is corrected in real time by a positioning calibration device pre-installed on the outer wall of the transition module, so that the wall panel is kept within the target orientation range, and the wall panel is welded ring by ring to form a continuous design surface. The real-time orientation correction of the wall panel by the positioning calibration device pre-installed on the outer wall of the transition module specifically includes: continuously collecting the spatial orientation data of the wall panel of the transition module by the positioning calibration device, comparing the collected spatial orientation data with the target orientation data of the heavy structure construction design of industrial buildings in real time, and judging whether the spatial orientation of the wall panel deviates from the preset target orientation range. If the positioning calibration device detects a deviation in the spatial orientation of the wall panel, it performs real-time orientation correction of the wall panel of the transition module. The real-time orientation correction operation is performed synchronously with the lifting action of the hydraulic jacking equipment.

2. The method of claim 1, wherein, The assembled wall panels are lifted using the hydraulic lifting equipment, and the subsequent wall panels are then assembled and welded in sequence. Specifically, this includes the following steps: The wall panels of each lifting area in the assembled circle are simultaneously lifted to a preset height, and the horizontality and verticality of the wall panels in each lifting area are kept within the target error range; wherein, the lifting area is evenly divided along the circumference of the wall panel, and the wall panel is fixed by an expansion ring device pre-installed on the inner side wall of the wall panel during the lifting process; Removable temporary supports are installed on the inner sidewall of the wall panel for circumferential fixation; Assemble and weld the next ring of wall panels and remove the detachable temporary support; Repeat the above steps until the load-bearing module is completely inverted.

3. The method of claim 2, wherein, The expansion ring device has a segmented structure, and the ends of each expansion ring unit are connected and disassembled by bolts; After the wall panel assembled by the expansion ring device is fixed, the method further includes the following steps: Detect local contour deviations of the wall panel, adjust the bolt preload between each expansion ring unit according to the local contour deviations, and correct local protrusions or depressions in the wall panel. The method further includes the following steps during the process of lifting the wall panel using a hydraulic jacking device: The stress data of each expansion ring unit is monitored in real time, and the stress data of all expansion ring units is kept within the preset stress range by adjusting the bolt preload.

4. The method of claim 2, wherein, The detachable temporary support includes a support body and a buffer pad that fits into the wall panel. The detachable temporary support is evenly distributed along the circumference of the inner wall of the wall panel, and its support points are staggered from the longitudinal seams of the wall panel.

5. The method of claim 2, wherein, During the process of synchronously lifting the wall panels of each lifting area in the assembled circle to a preset height, the method further includes: The circumferential torsional displacement of the wall panel is kept within the displacement threshold range by a circumferential limiting structure pre-set on the outside of the wall panel.

6. The method of claim 2, wherein, The specific steps for assembling and welding the next ring of wall panels include: The longitudinal seams of this ring wall panel are welded using a segmented back-welding method from the middle to both ends; A rigid fixing block is installed on the outside of the circumferential joint of the wall panel; Weld the circumferential joint between the upper and lower ring wall panels; The rigid fixing block is used to limit the shrinkage and deformation of the wall panel during the welding process.

7. The method of claim 3, wherein, Before synchronously raising the wall panels of each lifting area in this circle that have been assembled to the preset height, the method further includes: The hydraulic lifting device applies a preset preload to the assembled wall panel and detects the stress and deformation data of the wall panel and the expansion ring device. Adjust the bolt preload of the expansion ring device or the support force of the detachable temporary support to correct the wall panel whose stress deformation data exceeds the stress deformation threshold range.

8. The method of claim 1, wherein, In the process of structurally disassembling and fabricating prefabricated components for ultra-high-rise heavy-duty prefabricated structures used in industrial buildings, the method further includes the following steps: Obtain construction reference data for heavy reinforced concrete foundations and auxiliary load-bearing foundations of industrial buildings, and perform factory-end adaptation processing on the docking ends of the load-bearing module, the transition module and the extension module based on the construction reference data; After transporting the prefabricated components to the construction site, the method further includes the following steps: Temporary load-bearing protective structures are installed in the storage areas of prefabricated components for heavy reinforced concrete foundations and auxiliary load-bearing foundations; The prefabricated components are placed on the temporary load-bearing protective structure.

9. The method of claim 1, wherein, Before installing the hydraulic jacking device, the method further includes the following steps: Surface pretreatment is performed on the deployment area of ​​the hydraulic jacking equipment on the heavy reinforced concrete foundation and auxiliary load-bearing foundation; Based on the lifting force distribution data of the load-bearing module and the transition module, mark the equipment positioning points in the pre-processed deployment area, and install the hydraulic jacking equipment to the corresponding positioning points. All installed hydraulic lifting devices are pre-pressurized and tested to ensure that the initial stress state of each hydraulic lifting device is consistent.

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