A step-by-step lifting method for large-span lattice shell based on flexible reinforcement

Abstract

The application discloses a large-span net shell step-by-step lifting method based on flexible reinforcement, which comprises the following steps: assembling a first net shell in a middle section of a large-span net shell and second net shells at two ends of the first net shell on the ground, arranging a ground support device and a temporary lifting support, lifting the first net shell first, simultaneously lifting the first net shell and the second net shells to splice a third net shell, and adopting a flexible reinforcement mode to ensure that structural stress and deformation in the lifting process are controlled within a safe range. That is, the application adopts a synchronous integral lifting method of ground assembly, multi-point synchronous lifting, flexible reinforcement and high-altitude rod supplementing, precisely controls the deflection, ensures that the structural stress and deformation in the lifting process are controlled within a safe range, and lays a foundation for precise butt joint of the net shell when being lifted into position.

Description

Technical Field

[0001] This invention belongs to the field of large-span spatial building technology, and particularly relates to a step-by-step lifting method for large-span reticulated shells based on flexible reinforcement. Background Technology

[0002] With the development of society and the needs of people's lives, large-span space reticulated shell structures have been frequently used in many large public buildings due to their own advantages. They are favored by many architects and people for their beautiful and varied shapes and reasonable stress distribution. However, due to the large construction difficulty, high-altitude operations, large investment in construction measures, and difficulty in controlling welding deformation, the structural form of large-span space hyperbolic reticulated shell structures has always been a difficult problem in engineering construction.

[0003] As the span of the structure gradually increases, the overall lifting process places higher demands on the structural stiffness and construction technology. Currently, traditional methods are insufficient to effectively guarantee the stability of the structural units during the lifting process. Summary of the Invention

[0004] The purpose of this invention is to overcome the shortcomings of existing technologies and provide a step-by-step lifting method for large-span reticulated shells based on flexible reinforcement. By adopting a synchronous overall lifting method that combines ground assembly, multi-point synchronous lifting, flexible reinforcement, and high-altitude reinforcement, the deflection is precisely controlled, ensuring that the structural stress and deformation are controlled within a safe range during the lifting process. At the same time, it lays the foundation for precise docking of the reticulated shell when it is lifted into place.

[0005] The objective of this invention is achieved through the following technical solution:

[0006] A step-by-step lifting method for large-span reticulated shells based on flexible reinforcement includes the following steps:

[0007] Step S1: Install the lower half of the tree-shaped column and the bend of the tree-shaped column. Set up the assembly frame on the top slab of the basement and the floors on both sides. Assemble the first and second mesh shells into an integral lifting unit. Set up temporary lifting supports and platforms. Install the mesh shell tie steel strands and pre-tension them.

[0008] Step S2: Set up temporary lifting supports and upper lifting points on the ground and floor respectively, install the mesh shell hydraulic lifting equipment, set up the lower lifting point, and connect the upper and lower lifting points with lifting steel strands;

[0009] Step S3: Pre-tighten the steel strands to ensure that all steel strands are evenly stressed. Try lifting the first mesh shell away from the jig and maintaining static load for the preset time.

[0010] Step S4: After officially raising the first reticulated shell to the design elevation of the second reticulated shell, hover it and connect the rods;

[0011] Step S5: Remove the temporary lifting support and load the load step by step according to the design load. At the same time, try lifting the first and second mesh shells away from the jig and keep them under static load for the preset time.

[0012] Step S6: Officially lift the first and second mesh shells to the designed positions;

[0013] Step S7: Install the upper half of the tree-shaped column and assemble the third mesh shell at high altitude to form a whole;

[0014] Step S8: The steel strands of the mesh shell are released, and the lifting points of the mesh shell hydraulic lifting equipment are unloaded synchronously in stages to transfer the weight of the lifting points to the corresponding tree branch columns.

[0015] In one embodiment, in step S1, a portal frame is used as a temporary lifting support. The portal frame is composed of two lattice support structures. The temporary lifting support is set on the concrete beam of the basement roof slab through pre-embedded steel plates and conversion supports.

[0016] In one embodiment, in step S2, a conversion platform is set on the top of the temporary lifting support. The conversion platform is composed of two parallel H-beams that connect the two support frames into a whole lifting assembly. A lifting device is set on the conversion platform as the upper lifting point. There is a gap between the H-beams for the lifting steel strands to pass through. Then, the lower lifting point fixture is welded on the beam of the structure being lifted.

[0017] In one embodiment, step S2 further includes:

[0018] Evenly distributed and symmetrical lifting points are set on the first and second mesh shells, and multiple lifting components are set for each lifting point.

[0019] In one embodiment, step S4 further includes:

[0020] Simulation calculations were performed for asynchronous working conditions, and pressure and displacement information of each lifting point were collected. With an asynchronous displacement of 20mm at each lifting point and the asynchronous lifting reaction force being around 20%, the shell lifting model was checked for asynchronous lifting to obtain the maximum reaction force value.

[0021] In one embodiment, in step S1, a lattice support frame with an equilateral triangular cross-section is used to form a portal frame.

[0022] In one embodiment, step S1 further includes:

[0023] The wire mesh strands installed on the first and second wire mesh shells include mutually perpendicular transverse wire mesh strands and longitudinal wire mesh strands.

[0024] In one embodiment, step S2 further includes:

[0025] After the reticulated shell hydraulic lifting equipment is installed in place, four temporary pressure plates are set at each reticulated shell hydraulic lifting equipment to fix it, and the bottom lifting platform of the temporary pressure plates is welded and fixed.

[0026] In one embodiment, step S2 further includes:

[0027] A hydraulic pump source system is used as the power source for multiple reticulated shell hydraulic lifting devices. The hydraulic pump source system has multiple pump source modules, each of which has a hydraulic pump station. Each hydraulic pump station controls two reticulated shell hydraulic lifting devices. The hydraulic pump station is set on the ground or floor corresponding to the lifting point.

[0028] In one implementation, step S8 further includes:

[0029] The unloading is carried out sequentially according to the lifting reaction force at each lifting point from small to large, and each lifting point is unloaded in two stages: the first unloading is 40% and the second unloading is 60%.

[0030] The beneficial effects of this invention are as follows:

[0031] (1) By adopting the synchronous overall lifting method of ground assembly, multi-point synchronous lifting, flexible reinforcement and high-altitude pole supplementation, the deflection is precisely controlled to ensure that the structural stress and deformation are controlled within a safe range during the lifting process, and at the same time, it lays the foundation for the precise docking of the shell when it is lifted into place.

[0032] (2) By dividing the lifting points into zones, deformation during the lifting process can be minimized;

[0033] (3) Simulate the displacement and internal force of the roof at each stage during the sliding process, determine the coordinates of key nodes, calculate the pre-arch value of the structure, and ensure the cumulative lifting of each section for closure. Attached Figure Description

[0034] The invention will now be described in more detail with reference to embodiments and the accompanying drawings.

[0035] Figure 1 A schematic diagram of the large-span reticulated shell partition assembly of the present invention is shown;

[0036] Figure 2 This diagram shows the upper and lower lifting points of the present invention.

[0037] Figure 3 A schematic diagram of the present invention showing the pre-tightening of steel strands and a trial lifting of the first mesh shell is shown;

[0038] Figure 4 This diagram shows a formal lifting of the first mesh shell according to the present invention;

[0039] Figure 5 A schematic diagram of the rod connection method according to the present invention is shown;

[0040] Figure 6 The diagram shows the present invention of removing the temporary lifting support and attempting to lift the large-span rebar shell;

[0041] Figure 7 A schematic diagram of the present invention is shown, illustrating the proposed method for lifting a large-span rebar shell.

[0042] Figure 8 This diagram illustrates the formal lifting of a large-span reticulated shell according to the present invention;

[0043] Figure 9 This diagram shows the upper half of the tree-shaped column installed according to the present invention, and the third mesh shell is assembled at high altitude;

[0044] Figure 10 A schematic diagram of the dismantling auxiliary equipment of the present invention is shown;

[0045] Figure 11 A schematic diagram of the structure of the lifting plate of the present invention is shown;

[0046] Figure 12 A schematic diagram of the operation of the guide frame of the present invention is shown;

[0047] Figure 13 The flowchart of the steel strand unloading process of the present invention is shown;

[0048] Figure 14 A schematic diagram of the steel strand unloading structure of the present invention is shown;

[0049] Figure 15 and Figure 16 This diagram shows the installation schematic of the steel strand for the mesh shell tie-in according to the present invention;

[0050] In the accompanying drawings, the same parts use the same reference numerals. The drawings are not to scale.

[0051] Figure label:

[0052] 1-Temporary lifting support, 2-Lower half of tree-shaped column, 3-Bent section of tree-shaped column, 4-Second mesh shell, 5-First mesh shell, 6-Lifting component, 7-Upper half of tree-shaped column, 8-Anti-back box, 9-Tensioning through-hole hydraulic jack, 10-Cable main ear plate, 11-Bearing frame, 52-Nut assembly. Detailed Implementation

[0053] The invention will now be further described with reference to the accompanying drawings.

[0054] This invention provides a step-by-step lifting method for large-span reticulated shells based on flexible reinforcement, such as... Figures 1 to 10As shown, it includes the following steps:

[0055] Step S1, as follows Figure 1 As shown, the lower half of the tree column 2 and the bend of the tree column are installed. The assembly frame is set at the top slab of the basement and the floors on both sides. The large-span grid shell is divided into the first grid shell 5 in the middle section and the second grid shell 4 at both ends. The first grid shell 5 and the second grid shell 4 are assembled into an integral lifting unit. Temporary lifting support 1 and platform are set up. The grid shell tie steel strands are installed and pre-tensioned.

[0056] Among them, a portal frame is used as the temporary lifting support 1. The portal frame is composed of two lattice support structures. The temporary lifting support 1 is set on the concrete beam of the basement roof slab through pre-embedded steel plates and conversion supports.

[0057] Specifically, a portal frame is constructed using a lattice support structure with an equilateral triangular cross-section. The steel strands connecting the mesh shells installed on the first mesh shell 5 and the second mesh shell 4 include mutually perpendicular transverse steel strands and longitudinal steel strands, such as... Figure 15 and Figure 16 As shown;

[0058] Step S2, as follows Figure 2 As shown, temporary lifting supports 1 and upper lifting points are set up on the ground and floor respectively, and a mesh shell hydraulic lifting device is installed. A lower lifting point is set up, and the upper and lower lifting points are connected by lifting steel strands.

[0059] Among them, a conversion platform is set on the top of the temporary lifting support 1. The conversion platform is composed of two parallel H-shaped steel beams and a lifting component 6 that connects the two support frames into a whole. A lifting device is set on the conversion platform as the upper lifting point. There is a gap between the H-shaped steel beams for the lifting steel strands to pass through. Then, the lower lifting point fixture is welded on the beam of the structure being lifted. Evenly distributed and symmetrical lifting points are set on the first mesh shell 5 and the second mesh shell 4. Multiple lifting components 6 are set at the corresponding lifting points.

[0060] Specifically, after the reticulated shell hydraulic lifting equipment is installed in place, four temporary pressure plates are set up at each reticulated shell hydraulic lifting equipment to fix it. The bottom lifting platform of the temporary pressure plate is welded and fixed. A hydraulic pump source system is used as the power source for multiple reticulated shell hydraulic lifting equipment. The hydraulic pump source system has multiple pump source modules. Each pump source module has a hydraulic pump station. Each hydraulic pump station controls two reticulated shell hydraulic lifting equipment. The hydraulic pump station is set on the ground or floor corresponding to the lifting point.

[0061] Step S3, as follows Figure 3 As shown, the steel strands are pre-tightened to ensure that all steel strands are evenly stressed. The first mesh shell 5 is then lifted away from the jig and kept under static load for a preset time.

[0062] Step S4, as follows Figure 4 and Figure 5 As shown, after officially raising the design elevation of the first reticulated shell 5 to the second reticulated shell 4, the structure was suspended and the rods were connected.

[0063] Among them, the asynchronous working conditions are simulated and calculated, and the pressure and displacement information of each lifting point are collected. With the asynchronous displacement of each lifting point being 20mm, and the asynchronous lifting reaction force being around 20%, the shell lifting model is checked for asynchronous lifting to obtain the maximum reaction force value.

[0064] Step S5, as follows Figure 6 As shown, remove temporary lifting support 1 and apply the load in stages according to the design load, such as in the order of 20%, 40%, 60%, 70%, 80%, 90%, 95%, and 100% of the design load. Figure 7 As shown, the first mesh shell 5 and the second mesh shell 4 are simultaneously lifted 150mm away from the jig and kept under static load for a preset duration.

[0065] Step S6, as follows Figure 8 As shown, the first mesh shell 5 and the second mesh shell 4 are officially lifted to a distance of about 600mm from the position and then the lifting is paused. The actual dimensions of each point of the mesh shell structure are measured, verified and processed, and then the lifting speed is reduced. The lifting continues until the structure is close to the design position. Each lifting point is adjusted and jogged through the "fine adjustment and jogging" function of the computer system to ensure that each lifting point reaches the design position.

[0066] Step S7, as follows Figure 9 As shown, the upper half of the tree-shaped column 7 is installed, and the third mesh shell is pieced together at high altitude to form a whole;

[0067] Step S8: The steel strands of the mesh shell are released, and the lifting points of the mesh shell hydraulic lifting equipment are unloaded synchronously in stages to transfer the weight of the lifting points to the corresponding tree branch columns;

[0068] After the lifting is completed, the lifted structure must be connected to the original structure. After all components are joined and welded, and after the quality inspection and acceptance are qualified and the steel structure is stable as a whole, unloading will begin. Before unloading, the stability of the steel structure must be monitored with measuring instruments to ensure that there is no repeated relative displacement in the horizontal and vertical directions. Unloading can then begin. The unloading is carried out in order of increasing lifting reaction force at each lifting point, and each lifting point is unloaded in two stages: the first unloading is 40% and the second unloading is 60%.

[0069] Step S9, as follows Figure 10 As shown, dismantle lifting component 6, upper lifting point fixture, lower lifting point fixture, and temporary lifting support 1;

[0070] It should be noted that, when facing the challenge of lifting large-span reticulated shells, this embodiment divides the large-span reticulated shell into a first reticulated shell 5 and a second reticulated shell 4 that can be assembled on the ground. The shell is lifted using a multi-point synchronous lifting and flexible reinforcement method. Then, the third reticulated shell is assembled in the air to form the entire complete large-span reticulated shell. Its deflection is precisely controlled to ensure that the structural stress and deformation are controlled within a safe range during the lifting process. At the same time, it lays the foundation for the precise docking of the reticulated shell when it is lifted into place.

[0071] In this embodiment, the maximum lifting height of the first mesh shell 5 is 17m, and the maximum lifting height of the second mesh shell 4 is 28m;

[0072] Specifically, in step S1, an equilateral triangular lattice support with a side length of 1.8m is used;

[0073] In step S2, this embodiment sets up a total of 47 lifting components 6, such as... Figure 11 As shown, after each mesh shell hydraulic lifting device is installed in place, it is fixed with four lifting plate clamps to ensure that the C-side of the lifting plate clamps is flat so that it can hold the base of the mesh shell hydraulic lifting device. The C-side is welded and fixed to the next lifting platform, and there should be no contact. The weld height is not less than 10mm.

[0074] In one embodiment, in steps S3 and S5, the first mesh shell 5 is lifted, and both the first mesh shell 5 and the second mesh shell 4 are lifted and then kept under static load for 12 hours.

[0075] In one embodiment, such as Figure 12 As shown, during the lifting or lowering process of the reticulated shell hydraulic lifting equipment, a long steel strand must be reserved at the top. If too many steel strands are reserved, it will have a significant impact on the operation of the steel strands during the lifting or lowering process and on the locking and opening of the hydraulic lifting device's top anchor and upper anchor. Therefore, each reticulated shell hydraulic lifting equipment is equipped with a guide frame to facilitate the smooth discharge of excess steel strands reserved at the top.

[0076] In one embodiment, such as Figure 13 and Figure 14 As shown, after the grid shell structure is assembled, the tie steel strands are installed and tensioned to the design value. During the tensioning process, the oil pump is controlled to supply oil evenly and slowly, and the pressure gauge is monitored at all times. Tensioning is stopped when the design pressure is reached to avoid irreversible deformation of the grid shell structure due to sudden loading or excessive tension. The grid shell structure is disassembled after all the grid shell structures have been lifted and placed on the support.

[0077] Specifically, including:

[0078] Step S1: Set the tension value according to the tension value table for cable structure construction and complete the tensioning;

[0079] Step S2: Install the disassembly device onto the steel cable, use the tensioning hydraulic jack 9 to empty the cylinder, and then install and tighten the nut assembly 52 located at the tail of the tensioning hydraulic jack 9.

[0080] Step S3: Start the tensioning oil pump and pressurize to the cable tension value. The cable head pin at the cable adjustment end is not in contact with the cable main ear plate 10. Pull out the cable pin.

[0081] Step S4: Tighten the nut assembly 52 inside the anti-reverse box 8 toward the tensioning hydraulic jack 9 so that the nut assembly is in close contact with the steel plate on the side of the anti-reverse box near the tensioning hydraulic jack 9.

[0082] Step S5: Tension the hydraulic jack 9 back into cylinder and unload until the tension force is zero. At this time, the nut assembly 52 in the anti-reverse box 8 is pressed against the steel plate on the side of the anti-reverse box 8 near the support frame 11, completing the first stage of unloading.

[0083] Step S6: Loosen the nut assembly 52 at the tail of the tensioning hydraulic jack 9, so that the tensioning hydraulic jack 9 is 100mm out of the cylinder, and then tighten the nut assembly 52 at the tail of the tensioning hydraulic jack 9.

[0084] Step S7: Start the tensioning oil pump and pressurize it until the nut assembly 52 in the anti-reverse box 8 loosens from the steel plate on the side near the support frame 11. Tighten the nut assembly 52 in the anti-reverse box 8 towards the tensioning hydraulic jack 9 so that it is in close contact with the steel plate on the side near the tensioning hydraulic jack 9.

[0085] Step S8: The tensioning hydraulic jack 9 returns to its original position, unloading until the tension force is zero. At this time, the nut assembly 52 in the anti-reverse box 8 is pressed against the steel plate on the side near the support frame 11, completing the secondary unloading.

[0086] Step S9: Repeat steps S6 to S8 to unload the cable repeatedly until the cable tension is reduced to zero, and then remove the cable.

[0087] In one embodiment, during the various stages of the reticulated shell lifting, the synchronous lifting of the reticulated shell has a high safety reserve. For areas with large deformation of the reticulated shell, corresponding deformation values ​​are extracted and pre-arching is adopted to ensure that the deformation of the structure after positioning meets the design requirements. However, during the asynchronous lifting process, when the lifting sections are closed by the staged cumulative lifting, the lifting sections that have already been lifted are in the hoisting state and the stress has been basically released. Meanwhile, the lifting sections to be closed are still on the jig and are in the state of unreleased stress. For example, when lifting the height of the first reticulated shell 5 to the second reticulated shell 4, the pressure and displacement information of each lifting point is fed back to the computer operation interface in real time through the pressure sensor and displacement sensor on the lifting device. The synchronization of each lifting point is adjusted by adjusting the pressure and displacement, so that the asynchronous displacement of each lifting point is 20mm, while ensuring that the asynchronous lifting reaction force is about 20%, and the asynchronous lifting model is checked for asynchronous lifting.

[0088] In one embodiment, due to the low stiffness of the mesh shell, the stress difference between the lifting process and the formed state is significant, resulting in large structural deformation. Therefore, tie-in steel strands are used for flexible reinforcement. Based on finite element analysis, prestressed steel strands with a specification of 4-φ15.2 are selected, with a single strand breaking strength of 258kN. Tie-in fixtures are designed at both ends of the steel strands to connect them to the mesh shell structure, and prestress is applied to control structural deformation. The initial tension of the transverse tie-in steel strands is 250kN, and the initial tension of the longitudinal tie-in steel strands is 165kN.

[0089] Furthermore, after the grid shell projected onto the basement roof slab is assembled, the longitudinal and transverse tie steel strands are installed. The longitudinal steel strands are tensioned first, followed by the transverse steel strands, which are tensioned sequentially from west to east. During the tensioning process, the oil pump is controlled to supply oil evenly and slowly, and the pressure gauge is constantly monitored. Tensioning is stopped when the design pressure is reached to avoid irreversible deformation of the grid shell structure due to sudden loading or excessive tension. After the grid shell is lifted into place and the high-altitude assembly area and insert members are installed, the steel strands can be released. The operation process must be uniform and the speed must not be too fast. It is carried out sequentially from the middle to both sides. After releasing the tension, the steel strands are cut with an abrasive saw. Finally, the tie rods and lugs are removed.

[0090] It should be noted that in this embodiment, by adopting a synchronous overall lifting method of ground assembly, multi-point synchronous lifting, flexible reinforcement, and high-altitude pole supplementation, the deflection is precisely controlled to ensure that the structural stress and deformation are controlled within a safe range during the lifting process. At the same time, it lays the foundation for the precise docking of the reticulated shell when it is lifted into place. By dividing the lifting points into zones, the deformation during the lifting process is minimized. The displacement and internal force of the roof at each stage during the sliding process are simulated to determine the coordinates of key nodes and calculate the pre-arch value of the structure, ensuring the cumulative lifting of each zone to achieve closure.

[0091] In the description of this invention, it should be understood that the terms "upper", "lower", "bottom", "top", "front", "rear", "inner", "outer", "left", "right", etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are only for the convenience of describing this invention and simplifying the description, and do not indicate or imply that the device or element referred to must have a specific orientation, or be constructed and operated in a specific orientation. Therefore, they should not be construed as limitations on this invention.

[0092] While the invention has been described herein with reference to specific embodiments, it should be understood that these embodiments are merely examples of the principles and applications of the invention. Therefore, it should be understood that many modifications can be made to the exemplary embodiments, and other arrangements can be designed without departing from the spirit and scope of the invention as defined by the appended claims. It should be understood that different dependent claims and features described herein can be combined in ways different from those described in the original claims. It is also understood that features described in conjunction with individual embodiments can be used in other described embodiments.

Claims

1. A step-by-step lifting method for large-span reticulated shells based on flexible reinforcement, characterized in that, Includes the following steps: Step S1: Install the lower half of the tree-shaped column and the bend of the tree-shaped column. Set up the assembly frame on the top slab of the basement and the floors on both sides. Assemble the first and second mesh shells into an integral lifting unit. Set up temporary lifting supports and platforms. Install the mesh shell tie steel strands and pre-tension them. Step S2: Set up temporary lifting supports and upper lifting points on the ground and floor respectively, install the mesh shell hydraulic lifting equipment, set up the lower lifting point, and connect the upper and lower lifting points with lifting steel strands; Step S3: Pre-tighten the steel strands to ensure that all steel strands are evenly stressed. Try lifting the first mesh shell away from the jig and maintaining static load for the preset time. Step S4: After officially raising the first reticulated shell to the design elevation of the second reticulated shell, hover it and connect the rods; Step S5: Remove the temporary lifting support and load the load step by step according to the design load. At the same time, try lifting the first and second mesh shells away from the jig and keep them under static load for the preset time. Step S6: Officially lift the first and second mesh shells to the designed positions; Step S7: Install the upper half of the tree-shaped column and assemble the third mesh shell at high altitude to form a whole; Step S8: The steel strands of the mesh shell are released, and the lifting points of the mesh shell hydraulic lifting equipment are unloaded synchronously in stages to transfer the weight of the lifting points to the corresponding tree branch columns.

2. The method for step-by-step lifting of a large-span reticulated shell based on flexible reinforcement according to claim 1, characterized in that, In step S1, a portal frame is used as a temporary lifting support. The portal frame consists of two lattice support structures. The temporary lifting support is set on the concrete beam of the basement roof slab through pre-embedded steel plates and conversion supports.

3. The method for step-by-step lifting of a large-span reticulated shell based on flexible reinforcement according to claim 2, characterized in that, In step S2, a conversion platform is set on top of the temporary lifting support. The conversion platform is composed of two parallel H-beams that connect the two support frames into a whole lifting assembly. A lifting device is set on the conversion platform as the upper lifting point. There is a gap between the H-beams for the lifting steel strands to pass through. Then, the lower lifting point fixture is welded on the beam of the structure being lifted.

4. The method for step-by-step lifting of a large-span reticulated shell based on flexible reinforcement according to claim 3, characterized in that, Step S2 also includes: Evenly distributed and symmetrical lifting points are set on the first and second mesh shells, and multiple lifting components are set for each lifting point.

5. The method for step-by-step lifting of a large-span reticulated shell based on flexible reinforcement according to claim 4, characterized in that, Step S4 also includes: Simulation calculations were performed for asynchronous working conditions. Pressure and displacement information of each lifting point were collected. The asynchronous displacement of each lifting point was 20mm, while ensuring that the asynchronous lifting reaction force was about 20%. The asynchronous lifting model of the shell was checked to obtain the maximum reaction force value.

6. The method for step-by-step lifting of a large-span reticulated shell based on flexible reinforcement according to claim 2, characterized in that, In step S1, a lattice support frame with an equilateral triangular cross-section is used to form a portal frame.

7. The method for step-by-step lifting of a large-span reticulated shell based on flexible reinforcement according to claim 1, characterized in that, Step S1 also includes: The wire mesh strands installed on the first and second wire mesh shells include mutually perpendicular transverse wire mesh strands and longitudinal wire mesh strands.

8. The method for step-by-step lifting of a large-span reticulated shell based on flexible reinforcement according to claim 1, characterized in that, Step S2 also includes: After the reticulated shell hydraulic lifting equipment is installed in place, four temporary pressure plates are set at each reticulated shell hydraulic lifting equipment to fix it, and the bottom lifting platform of the temporary pressure plates is welded and fixed.

9. The method for step-by-step lifting of a large-span reticulated shell based on flexible reinforcement according to claim 8, characterized in that, Step S2 also includes: A hydraulic pump source system is used as the power source for multiple reticulated shell hydraulic lifting devices. The hydraulic pump source system has multiple pump source modules, each of which has a hydraulic pump station. Each hydraulic pump station controls two reticulated shell hydraulic lifting devices. The hydraulic pump station is set on the ground or floor corresponding to the lifting point.

10. The method for step-by-step lifting of a large-span reticulated shell based on flexible reinforcement according to claim 1, characterized in that, Step S8 also includes: The unloading is carried out sequentially according to the lifting reaction force at each lifting point from small to large, and each lifting point is unloaded in two stages: the first unloading is 40% and the second unloading is 60%.

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