Construction simulation and deformation control method for super-large-span ring cantilever structure

Abstract

The application discloses a construction simulation and deformation control method for an ultra-large-span annular overhanging structure, wherein construction personnel construct a lower reinforced concrete frame-shear wall structure according to design drawings and by floors to a roof, then annular overhanging steel structures and the roof annular steel trusses are constructed by floors, the temporary support system is unloaded after the steel trusses and the steel structure of the suspended floor are installed, the combined floor concrete is poured by floors from bottom to top, and finally the reserved steel structure hinged steel beams and the floor thereof on both sides are installed, so that the construction scheme is reasonable, the floor cracking risk of the large overhanging area is greatly reduced, the cross section of the suspended column is controlled within a reasonable range, and in the construction process, the construction pre-adjustment value analysis method is used to set the construction pre-adjustment value of the structure, and the problem that the vertical deformation and the horizontal deformation of the large overhanging structure and other complex structures under the action of static loads exceed the limit value in the specification is solved through the pre-deformation measure.

Description

Technical Field

[0001] This invention relates to the field of building construction technology, specifically to a method for simulating construction and controlling deformation of an ultra-large span ring-shaped cantilever structure. Background Technology

[0002] A certain building features an unconventional design, consisting of an ultra-large span ring-shaped cantilever structure with a maximum outer arc length of 80m, an inner arc length of 67m, and a horizontal span of 59m. To reduce the overall steel consumption and construction cost, the structural system innovatively adopts a connected mixed structure consisting of a bottom reinforced concrete frame-shear wall structure and a top ring-shaped suspended steel structure. Only the top roof and component layers are equipped with giant ring-shaped steel trusses, while the entire bottom cantilevered area is suspended under the ring trusses.

[0003] Because a top-mounted annular steel truss suspends the lower 2-3 floors, the construction sequence significantly impacts the overall structural stiffness and internal force distribution. After construction, the internal forces of the structural members (i.e., the internal forces under dead load) differ considerably from those under a single-load condition. Accurate dead load internal forces need to be obtained through construction simulation to combine with other load conditions for member design.

[0004] The general construction sequence for structural engineering is to construct the steel structure and floor slab simultaneously to achieve overall rigidity, or to pour concrete floor slabs after the steel structure is integrally formed. However, this project utilizes a large cantilever, large-span circular truss to suspend the lower floors, resulting in significant vertical deformation. The circular planar characteristics of the floor slab inevitably lead to substantial tensile, compressive, and shear stresses under its own weight. A reasonable construction sequence must ensure that the stress on the floor slab under the structure's self-weight is minimized, and cracks in the floor slab under its own weight are avoided as much as possible. Although the circular steel truss and the suspended floors achieve maximum overall rigidity under their own weight, this results in higher stresses on the floor slab and greater bending moments in the suspended columns, significantly increasing the risk of floor slab cracks. Furthermore, the cross-sections of the suspended columns will be larger, impacting the building's functionality. Summary of the Invention

[0005] To address the problems of excessive floor stress and uncontrollable structural deformation caused by ultra-large span annular cantilever structures, this invention provides a construction simulation and deformation control method for ultra-large span annular cantilever structures. By adopting a reasonable construction sequence, the tensile stress on the floor slab generated by part of the structure's self-weight is released, minimizing the risk of floor slab cracks. At the same time, the construction pre-adjustment value analysis method is used during construction to control structural deformation within the range required by the building structure design.

[0006] To achieve the above-mentioned technical objectives, the present invention is implemented through the following technical solution:

[0007] A method for construction simulation and deformation control of an ultra-large span annular cantilever structure includes the following steps:

[0008] S1. Construction workers construct multiple N-story structural buildings using a bottom reinforced concrete frame-shear wall structure according to the design drawings, wherein the multiple structural buildings are spaced apart.

[0009] S2. Construct a vertical temporary support system downwards between the Nth floors of adjacent structural buildings;

[0010] S3. Lay profiled steel sheets on the temporary support system and simultaneously construct the N+1, N+2 and above floors of the structural unit building;

[0011] S4. Construct a ring-shaped suspended single-building structure between the N+1th floors of adjacent single-building structures using a ring-shaped suspended steel structure, wherein the entire suspended area at the bottom of the ring-shaped suspended single-building structure is suspended under the ring truss of the corresponding floors of the adjacent single-building structures.

[0012] S5. Gradually dismantle the temporary support system;

[0013] S6. When pouring concrete for the suspended area of ​​the N+1th floor and above, the concrete should be poured from bottom to top to release some of the tensile stress generated by the self-weight of the structure, and a space should be reserved between the suspended area and the corresponding floor of the adjacent structural unit building for subsequent installation.

[0014] S7. Construction of interior works and decorative works such as glass curtain walls.

[0015] S8. During the entire structural construction period from steps S2 to S7, the pre-deformation analysis of the structure was performed using finite element analysis software, and the pre-adjustment values ​​for each structural component were given.

[0016] S9. Complete the construction of the three-dimensional finite element analysis model of the ring-shaped spatial structure, apply live loads to the entire calculation model, complete the construction simulation analysis, and output the final zero-state model and the final construction plan.

[0017] In this scheme, construction workers followed the design drawings to construct the lower reinforced concrete frame-shear wall structure floor by floor up to the roof. Then, the ring-shaped suspended steel structure and the roof ring steel truss were constructed layer by layer. After the steel truss and the ceiling steel structure were installed, the temporary support system was unloaded, and the composite floor slab concrete was poured layer by layer from bottom to top. Finally, the pre-reserved steel structure hinged beams on both sides and their floor slabs were installed. Therefore, this project adopted a reasonable construction scheme, which greatly reduced the risk of floor slab cracking in the large cantilever area and significantly reduced the large bending moment generated by the suspended steel columns under their own weight, controlling the column cross-section within a reasonable range. Furthermore, to ensure that the configuration and internal forces of the structure in various states during construction and in the formed state were controlled within the range required by the architectural and structural design, a construction pre-adjustment value analysis method was used throughout the construction process. Construction pre-adjustment values ​​were set for the structure. This pre-deformation measure solved the problem of vertical and horizontal deformation exceeding the code limits under static loads on complex structures such as large cantilever structures.

[0018] As a further technical solution to the construction simulation and deformation control method of the super-large span ring cantilever structure, the temporary support system in step S2 includes multiple formwork frames. The formwork frames form a ring space structure in the suspended area between the N+1 and N+2 floors of the adjacent structural unit building according to the design drawings, so as to ensure that the floor stress generated under the self-weight of the structure is reduced to a minimum and to avoid cracks generated under the self-weight of the floor as much as possible.

[0019] As a further technical solution to the construction simulation and deformation control method of the super-large span ring cantilever structure, the suspended area in step S4 includes the north side suspended area and other suspended areas. After the profiled steel sheet is laid on the frame located in other suspended areas, the steel structure and profiled steel sheet are laid on the frame located in the north side suspended area on each floor in sequence to further avoid cracks caused by the self-weight of the floor slab.

[0020] As a further technical solution to the construction simulation and deformation control method for the aforementioned ultra-large span annular cantilever structure, in order to reduce the large bending moment generated by the steel columns of the suspended floors under their own weight and control the column cross-section, the specific process of gradually dismantling the temporary support system in step S5 is as follows:

[0021] S51. First, unload all the aforementioned jigs with an estimated unloading amount of 30%, i.e., 1mm to 8mm;

[0022] S52. Then unload 30% of the estimated unloading amount of all the aforementioned jigs, i.e., 0mm to 8mm;

[0023] S53. Finally, unload 40% of the estimated unloading amount from all the aforementioned tire frames until all the aforementioned tire frames are unloaded.

[0024] As a further technical solution for the construction simulation and deformation control method of the super-large span ring cantilever structure, since the structure deforms under its own weight after the concrete of the composite floor slab in the large cantilever area is large, the structural plane deformation caused by the construction process and the difference between the displacement and the design shape of the structure after completion are increased. Therefore, the component construction pre-adjustment value in step S4 includes the installation pre-adjustment value of the component node and the processing (length) pre-adjustment value of the component itself. That is to say, the components installed in each step of the construction process need to be processed and installed according to the specific shape. That is, the constructed structural part needs to fall on the specific shape under its own weight and other loads, and the structural shape and internal force of the constructed structure must meet the design tolerance.

[0025] 6. The method for construction simulation and deformation control of a super-large span annular cantilever structure according to claim 3, characterized in that the pre-deformation analysis of the structure in step S7 is as follows:

[0026] S71. Obtain the initial configuration: Find the design configuration of the building structure construction based on the design parameters of the component nodes, and then calculate the initial configuration of construction by using the deformation response of the design configuration under the target load.

[0027] S72. Obtain the configuration of each step: Through iterative calculation, until the configuration after structural deformation converges to the design configuration, and control the convergence error of key nodes to within 0.1mm.

[0028] In this scheme, due to the large span of the structure and the late formation of overall stiffness, the deformation of the structure under its own weight is large after the concrete of the composite floor slab in the large cantilever area is poured. In order to control the position and internal force of the structure in each state during construction and in the forming state within the range required by the architectural and structural design, the method of pre-deformation of the structure is adopted. Pre-adjustment values ​​are set for the structure, including pre-adjustment values ​​for component processing and installation. After the structure is completed, the floor slab is horizontal and the overall position basically matches the architectural scheme under the action of vertical load.

[0029] As a further technical solution to the aforementioned construction simulation and deformation control method for the ultra-large span ring cantilever structure, the pre-adjustment target for each structural component is to maintain the structure horizontally under its own weight + 75% additional dead load (SW + 75% SD). The pre-adjustment target for the structure is to maintain its horizontal position under its own weight + 75% additional dead load (SW + 75% SD), and the initial construction configuration is calculated based on the deformation response of the structural design configuration under the target load.

[0030] As a further technical solution to the construction simulation and deformation control method of the super-large span ring cantilever structure, after the concrete is poured in the suspended area of ​​the N+1th floor and above, considering the decrease in stiffness of the concrete of the cantilevered part of the floor slab under tension, its in-plane stiffness needs to be reduced to 70% during iterative calculation until the configuration of the structure after deformation converges to the design configuration. Then the calculation result can be output, and the pre-adjustment value of the structure construction can be determined.

[0031] As a further technical solution to the construction simulation and deformation control method of the super-large span ring cantilever structure, after the concrete is poured in the suspended area of ​​the N+1th floor and above, a post-installation structure is set between the corresponding floor of the adjacent structural unit building in the north suspended area, so that the structural unit building and the ring cantilever structure unit building form an integral whole.

[0032] After considering a reasonable construction sequence, this plan proposes to set up a post-installation structure between the corresponding floors of the north-side suspended area and the adjacent structural unit building, and to use a construction method of pouring the floor slab from bottom to top to release some of the tensile stress generated by the self-weight of the structure, thereby reducing the principal tensile stress of the core layer of the floor slab.

[0033] Compared with the prior art, the present invention has the following advantages and beneficial effects:

[0034] 1. Due to the different material properties of steel and concrete, steel structures have a higher tensile strength, while concrete has a lower tensile strength. Even under small tensile forces, concrete can develop large cracks, affecting normal use. Under large deformations, composite floor slabs can also develop significant cracks. This invention significantly reduces the stress on the composite floor slabs in ultra-large span annular cantilever structures under the structure's own weight, greatly reducing the risk of later-stage cracking. It also significantly reduces the bending moment generated by the steel columns suspending the floors in ultra-large cantilever structures under their own weight, allowing for a smaller column cross-sectional size.

[0035] 2. Through reasonable construction simulation of the entire process and structural pre-deformation analysis, the pre-adjustment values ​​for structural components are provided, including the installation pre-adjustment values ​​for component nodes and the processing (length) pre-adjustment values ​​for the components themselves. This solves the significant vertical deformation and lateral displacement generated by the curved cantilever structure itself and its steel structure support tube. By adopting pre-deformation measures, after the structure is completed, under vertical loads, the floor slab level and overall shape basically match the architectural design, thus solving the vertical and horizontal deformation under static loads of complex structures such as large cantilever structures. Attached Figure Description

[0036] The accompanying drawings, which are included to provide a further understanding of embodiments of the invention and form part of this application, do not constitute a limitation thereof. In the drawings:

[0037] Figure 1This is a construction step division table for simulation analysis in this invention;

[0038] Figure 2 This is a three-dimensional diagram of the main structure of the present invention;

[0039] Figure 3 for Figure 2 A magnified view of the area marked A;

[0040] Figure 4 This is a schematic diagram of the suspended area of ​​the present invention;

[0041] Figure 5 This is a first construction sequence diagram of the temporary support system of the present invention;

[0042] Figure 6 This is a second construction sequence diagram of the temporary support system of the present invention;

[0043] Figure 7 This is the third construction sequence diagram of the temporary support system of the present invention;

[0044] Figure 8 This is a structural plan view of the main structure of the present invention when it is in the Nth layer;

[0045] Figure 9 This is a structural plan view of the main structure of the present invention when it is in layer N+1;

[0046] Figure 10 This is a structural plan view of the main structure of the present invention when it is in the N+2 layer;

[0047] Figure 11 This is a structural plan view of the main structure of the present invention when it is in N+3 layers;

[0048] Figure 12 This is a structural plan view of the main structure of the present invention when it is on the roof layer;

[0049] Figure 13 This is a structural plan view of the main structure of the present invention when it is located in the roof truss layer.

[0050] The attached diagram shows the markings and corresponding component names:

[0051] 1-Inner ring truss of the roof truss, 2-Outer ring truss of the roof truss, 3-Hanging column, 4-Steel beam, 5-Suspended floor, 6-Horizontal support truss, 7-Inner and outer ring radial connecting trusses, 8-Middle ring truss, 9-North side suspended area, 10-Annular suspended structure single building, 11-First structural single building, 12-Second structural single building, 13-Steel tube concrete column, 14-Frame, 15-Combined floor slab, 16-Post-installed structure. Detailed Implementation

[0052] To make the objectives, technical solutions, and advantages of the present invention clearer, the present invention will be further described in detail below with reference to the embodiments and accompanying drawings. The illustrative embodiments and descriptions of the present invention are only used to explain the present invention and are not intended to limit the present invention.

[0053] Example:

[0054] To address the problems of excessive floor stress and uncontrollable structural deformation caused by ultra-large span annular cantilever structures, this embodiment provides a construction simulation and deformation control method for ultra-large span annular cantilever structures, such as... Figures 1-13 As shown, this embodiment employs a method of first unloading the cantilever structure and then pouring the floor slab concrete, setting the lower suspended floors before installing the structure, and pouring the floor slab from bottom to top. This releases some of the tensile stress in the floor slab caused by the structure's self-weight, minimizing the risk of floor slab cracks. Simultaneously, a construction pre-adjustment value analysis method is used during construction to back-calculate the initial construction configuration. Through iterative calculations, the initial configuration and configurations of each step of the building structure construction are identified, controlling structural deformation within the range required by the architectural and structural designs. Figure 1 The simulation analysis using the construction step division table shown includes the following steps:

[0055] S1. Establish a three-dimensional finite element analysis model of the ring-shaped spatial structure: According to the design drawings, the construction personnel will construct multiple structural buildings, each with N floors, using a bottom reinforced concrete frame-shear wall structure. These structural buildings will be spaced apart.

[0056] In this step, the construction workers first used finite element software to construct two 5-story structural buildings according to the design drawings, using a bottom reinforced concrete frame-shear wall structure. The two structural buildings were spaced apart, as shown below. Figure 4 As shown, these are the first structural unit 11 and the second structural unit 12, respectively.

[0057] S2. Erect a temporary vertical support system downwards between the Nth floors of adjacent structural buildings.

[0058] When the first structural building 11 and the second structural building 12 have completed their 5-story structure, a finite element model of temporary supports is established in the finite element analysis software CSI ETABS. Specifically, a vertical temporary support system is erected downwards between the 5th floor of the first structural building 11 and the second structural building 12. Figure 4 and Figure 5 As shown, the temporary support system includes multiple support frames 14, which form a ring-shaped space structure in the suspended area between the 6th and 7th floors of the first structural unit 11 and the second structural unit 12 according to the design drawings.

[0059] S3. Lay profiled steel sheets on the temporary support system and simultaneously construct the N+1, N+2 and above floors of the structural unit building.

[0060] When the finite element model of the temporary support is established in the finite element analysis software, the construction of the roof steel structure of the 6th, 7th, 8th and above begins. When constructing the steel structure of the 6th, 7th and 8th floors, profiled steel sheets must first be laid on the formwork 14 located in the suspended area (except for the north suspended area 9). Then, profiled steel sheets are laid on the formwork 14 in the suspended area (except for the north suspended area 9) and non-suspended area of ​​the roof steel structure above. After the laying is completed, concrete is not poured.

[0061] S4. Construct a ring-shaped suspended single building 10 between the N+1th floors of adjacent single buildings using a ring-shaped suspended steel structure. The entire suspended area at the bottom of the ring-shaped suspended single building 10 is suspended under the ring truss of the corresponding floors of the adjacent single buildings. During the entire construction period, the pre-deformation analysis of the structure is performed using finite element analysis software to provide the pre-adjustment values ​​for each structural component.

[0062] After the profiled steel sheets in the suspended areas (except for the north suspended area 9) and non-suspended areas of each floor are laid, steel structures and profiled steel sheets are then laid on the frame 14 in the north suspended area 9 of the roof of the 6th, 7th, 8th and above floors. After the final laying is completed, a ring-shaped suspended structure single building 10 is constructed between the 6th floors of the first structural single building 11 and the second structural single building 12 with a ring-shaped suspended steel structure.

[0063] Among them, such as Figures 2-4 As shown, the entire suspended area at the bottom of the annular cantilevered building 10 is suspended under the annular trusses of the corresponding floors of the adjacent building, forming a structure resembling... Figure 3 The suspended floor 5 shown above is mainly composed of the inner ring truss 1, the outer ring truss 2, the steel beam 4, the horizontal support truss 6, the inner and outer ring radial connecting trusses 7, and the middle ring truss 8. The floors of the single building 10 of the annular suspended structure are connected and supported by the hanging columns 3. This is the existing technology and will not be described in detail.

[0064] After the construction simulation is completed using finite element software, proceed to step S5: gradually dismantle the temporary support system. The specific process for gradually dismantling the temporary support system is as follows; please refer to [link / reference]. Figures 5-6 As shown:

[0065] S51. First, unload 30% of the estimated unloading amount from all jigs 14, i.e., 1mm to 8mm;

[0066] S52. Then unload 30% of the estimated unloading amount from all the jigs 14, i.e., 0mm to 8mm;

[0067] S53. Finally, unload 40% of the estimated unloading amount from all the tire frames 14 until all the tire frames 14 are unloaded.

[0068] S6. When pouring concrete for the suspended areas of the N+1th floor and above, the concrete should be poured from bottom to top, and space should be reserved between the suspended areas and the corresponding floors of the adjacent structural units for subsequent installation.

[0069] After all the tire frames 14 have been unloaded, as Figure 6 As shown, the composite floor slab 15 of the roof steel structure of the 6th, 7th, 8th and above floors is poured. Specifically, when pouring concrete for the suspended area of ​​the 6th floor and above, the composite floor slab 15 should be poured from bottom to top. At the same time, during the pouring, space should be reserved for the steel structure on both sides of the suspended floors (i.e., the 6th and 7th floors) for subsequent installation to release some of the tensile stress generated by the self-weight of the structure. This can reduce the main tensile stress of the core layer of the floor slab. According to calculations, the tensile stress of the 6th and 7th floors will be reduced by 30%, the 8th floor and the roof layer will be reduced by 35%, the roof layer will be reduced by 40%, and the diameter of the hanging column 3 will be reduced by 30%.

[0070] After the composite floor slab 15 is poured, as follows Figure 4 and Figures 7-13 As shown, a post-installation structure 16 is set up in the space reserved between the corresponding floors of the first structural unit 11 and the second structural unit 12 in the north suspended area 9. The post-installation structure 16 is reinforced and supported by steel pipe concrete columns 13, so that the two structural units and the ring-shaped suspended structural unit 10 form an integral whole.

[0071] After the above procedures are completed, step S7 is completed for each floor: construction of interior works and decoration works such as glass curtain walls.

[0072] Here, because the suspended floors 5 of the 6th and 7th floors are connected and supported by steel-concrete composite columns 13 and the post-installation structure 16 is set on both sides, and the composite floor slab 15 is poured from bottom to top, the overall structural stiffness is formed relatively late. After the concrete of the composite floor slab 15 in the large cantilever area is poured, the deformation of the structure under its own weight is large. The structural planar deformation caused by the construction process and the displacement after the completion of the structure are more different from the design shape in the drawings. In order to control the shape and internal force of each state and the forming state of the structure during the entire construction period of steps S2-S7 within the range required by the architectural and structural design. Within this period, the following steps S8 are also required. During the entire structural construction period from steps S2 to S7, pre-deformation analysis of the structure is performed using finite element analysis software to provide pre-adjustment values ​​for each structural component. These pre-adjustment values ​​include installation pre-adjustment values ​​for component nodes and processing (length) pre-adjustment values ​​for the component itself. During construction, each component installed needs to be processed and installed according to a specific positioning shape. That is, the constructed structural portion must fall onto the specific positioning shape under its own weight and other loads, and the structural configuration and internal forces must meet the design tolerances. The specific pre-deformation analysis of the structure is as follows:

[0073] S71. Obtain the initial configuration: Based on the design parameters of the component nodes, find the design configuration of the building structure construction. Then, through the deformation response of the design configuration under the target load, that is, the target of the pre-adjustment of each structural component construction is to keep the structure horizontal under the state of self-weight + 75% additional dead load (SW + 75% SD), calculate the initial configuration of construction. Considering that the stiffness of the concrete of the cantilevered floor slab decreases after being subjected to tension, its in-plane stiffness needs to be reduced to 70%.

[0074] S72. Obtain the configuration of each step: Through iterative calculation, until the configuration after structural deformation converges to the design configuration, control the convergence error of key nodes to within 0.1mm, so that the configuration and internal forces of the structure formed in sequence according to the established construction plan meet the design tolerance requirements.

[0075] Complete the construction of a three-dimensional finite element analysis model of the ring-shaped spatial structure.

[0076] S9. After completing the construction of the three-dimensional finite element analysis model of the annular spatial structure, the entire calculation model is processed according to... Figure 1 Live loads are applied as shown to complete the construction simulation analysis, so as to output the final zero-state model and the final construction plan.

[0077] In summary, this invention employs a method of first unloading the cantilever structure and then pouring the floor slab concrete, setting the lower suspended floors before installing the structure, and pouring the floor slab from bottom to top. This method releases some of the tensile stress in the floor slab caused by the structure's self-weight, reduces the principal tensile stress in the core layer of the floor slab, and minimizes the risk of floor slab cracks. At the same time, the entire construction process uses a construction pre-adjustment value analysis method to back-calculate the initial construction configuration. Through iterative calculations, the initial configuration and configuration of each step of the building structure construction are identified, controlling structural deformation within the range required by the building and structural design. This solves the problem of the three-dimensional deformation of the structure exceeding the standard limits caused by large curved cantilever structures.

[0078] The specific embodiments described above further illustrate the purpose, technical solution, and beneficial effects of the present invention. It should be understood that the above description is only a specific embodiment of the present invention and is not intended to limit the scope of protection of the present invention. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the scope of protection of the present invention.

Claims

1. A method for construction simulation and deformation control of an ultra-large span annular cantilever structure, characterized in that, Includes the following steps: S1. Construction workers construct multiple N-story structural buildings using a bottom reinforced concrete frame-shear wall structure according to the design drawings, wherein the multiple structural buildings are spaced apart. S2. Construct a vertical temporary support system downwards between the Nth floors of adjacent structural buildings; S3. Lay profiled steel sheets on the temporary support system and simultaneously construct the N+1, N+2 and above floors of the structural unit building; S4. Construct a ring-shaped suspended single building (10) between the N+1th floors of the adjacent single building structures using a ring-shaped suspended steel structure, wherein the entire suspended area at the bottom of the ring-shaped suspended single building (10) is suspended under the ring truss of the corresponding floor of the adjacent single building structures. S5. Gradually dismantle the temporary support system; S6. When pouring concrete for the suspended areas of the N+1th floor and above, the concrete should be poured from bottom to top, and space should be reserved between the suspended areas and the corresponding floors of the adjacent structural units for subsequent installation. S7. Construction of interior works and glass curtain wall decoration works; S8. During the entire structural construction period from steps S2 to S7, the pre-deformation analysis of the structure was performed using finite element analysis software, and the pre-adjustment values ​​for each structural component were given. S9. Complete the construction of the three-dimensional finite element analysis model of the ring-shaped spatial structure, apply live loads to the entire calculation model, complete the construction simulation analysis, and output the final zero-state model and the final construction plan.

2. The method for construction simulation and deformation control of an ultra-large span annular cantilever structure according to claim 1, characterized in that, The temporary support system in step S2 includes multiple frame frames (14), which form a ring-shaped space structure in the suspended area between the N+1 and N+2 floors of the adjacent structural unit building according to the design drawings.

3. The method for construction simulation and deformation control of an ultra-large span annular cantilever structure according to claim 2, characterized in that, The suspended area in step S4 includes the north suspended area (9) and other suspended areas. After the profiled steel sheet is laid on the frame located in other suspended areas, the steel structure and profiled steel sheet are laid on the frame located in the north suspended area (9) on each floor in sequence.

4. The method for construction simulation and deformation control of an ultra-large span annular cantilever structure according to claim 2, characterized in that, The specific process of gradually dismantling the temporary support system in step S5 is as follows: S51. First, unload 30% of the estimated unloading amount of all the aforementioned jigs (14), i.e., 1mm to 8mm; S52. Then unload 30% of the estimated unloading amount from all the said jigs (14), that is, 0mm to 8mm; S53. Finally, unload 40% of the estimated unloading amount of all the said tire frames (14) until all the said tire frames (14) are unloaded.

5. The method for construction simulation and deformation control of an ultra-large span annular cantilever structure according to claim 3, characterized in that, The pre-adjustment values ​​for component construction include the pre-adjustment values ​​for the installation of component nodes and the pre-adjustment values ​​for the processing length of the component itself.

6. The method for construction simulation and deformation control of an ultra-large span annular cantilever structure according to claim 3, characterized in that, The specific pre-deformation analysis of the structure is as follows: Obtaining the initial configuration: Based on the design parameters of the component nodes, find the design configuration of the building structure for construction, and then calculate the initial configuration for construction by using the deformation response of the design configuration under the target load. Obtain the configuration of each step: through iterative calculation, until the configuration after structural deformation converges to the design configuration, and control the convergence error of key nodes to within 0.1mm.

7. The method for construction simulation and deformation control of an ultra-large span annular cantilever structure according to claim 6, characterized in that, The goal of pre-adjusting the construction of each structural component is to keep the structure horizontal under its own weight + 75% additional dead load (SW + 75% SD).

8. The method for construction simulation and deformation control of an ultra-large span annular cantilever structure according to claim 6, characterized in that, When the suspended area of ​​the N+1th floor and above is completed after the concrete is poured, the stiffness of the concrete slab in the suspended area is first reduced to 70% during the iterative calculation.

9. The method for construction simulation and deformation control of an ultra-large span annular cantilever structure according to claim 6, characterized in that, After the concrete is poured for the suspended area of ​​the N+1th floor and above, a post-installation structure (16) is set between the suspended area (9) on the north side and the corresponding floor of the adjacent structural unit building, so that the structural unit building and the annular suspended structural unit building (10) form an integral whole.

Images