High-position downward-hanging and low-position upward-supporting steel structure system and overall accumulated lifting construction method thereof

Abstract

The invention relates to the technical field of constructional engineering, and discloses a high-position downward-hanging and low-position upward-supporting steel structure system and an integral accumulative lifting construction method thereof.The system comprises a core tube shear wall assembly, a roof net rack steel structure, a downward-hanging floor steel structure, an upward-supporting floor steel structure, an upward-supporting net rack steel structure, curtain wall columns, brackets and sitting hinge supports; the curtain wall column is connected with the lower hanging floor steel structure and the upper supporting floor steel structure. The high-position downward-hanging and low-position upward-supporting innovative structure system is composed of four sets of symmetrically-arranged core tube shear walls, a high-position downward-hanging structure and a lower-position upward-supporting structure, the urgent requirement of a modern building for a large-span and multifunctional space is accurately responded, the mechanical property and the space efficiency are organically fused, and therefore the large-span and multi-functional space is obtained. A high-efficiency building structure body is created, a hanging steel structure is adopted below a roof net rack steel structure, a lower hanging floor structure is not shielded except for extremely few hanging columns, and the space utilization efficiency is greatly improved.

Description

TECHNICAL FIELD

[0001] The present application relates to the technical field of building engineering, in particular to a high-position downward hanging and low-position upward supporting steel structure system and an overall cumulative lifting construction method thereof. BACKGROUND

[0002] In the field of contemporary building engineering, with the acceleration of urbanization and the upgrading of building function requirements, traditional single structure forms such as frame, shear wall and cylinder have been difficult to fully adapt to the design requirements of super high-rise, large-span and complex form buildings. Such buildings not only need to meet the multi-functional space requirements of business, office and exhibition, but also need to cope with the synergistic effect of complex external forces such as vertical load, horizontal wind load and earthquake action, and put forward higher standards for the bearing efficiency, spatial adaptability and disaster resistance of the structure system.

[0003] However, with the upgrading of building function requirements and the improvement of construction convenience requirements, the traditional frame structure in high-rise buildings has certain limitations. On the one hand, in order to meet the needs of users for open view and flexible space layout, the number of structural columns needs to be reduced to expand the internal use space, but the traditional structure system is difficult to balance the requirements of structural efficiency and economy while ensuring the openness and ornamental of space. On the other hand, in the construction process, the traditional structure system generally adopts the mode of core tube leading external frame and step-by-step construction from bottom to top, which seriously restricts the construction convenience and timeliness. Therefore, we propose a high-position downward hanging and low-position upward supporting steel structure system and an overall cumulative lifting construction method thereof. SUMMARY

[0004] In view of the deficiencies of the prior art, the present application provides a high-position downward hanging and low-position upward supporting steel structure system and an overall cumulative lifting construction method thereof, which solves the problems of the existing traditional frame structure in high-rise buildings, which has certain limitations. On the one hand, in order to meet the needs of users for open view and flexible space layout, the number of structural columns needs to be reduced to expand the internal use space, but the traditional structure system is difficult to balance the requirements of structural efficiency and economy while ensuring the openness and ornamental of space. On the other hand, in the construction process, the traditional structure system generally adopts the mode of core tube leading external frame and step-by-step construction from bottom to top, which seriously restricts the construction convenience and timeliness.

[0005] In order to achieve the above object, the application is implemented by the following technical scheme: a high-position hanging and low-position supporting steel structure system, comprising a core tube shear wall assembly, a roof net rack steel structure, a hanging floor steel structure, a supporting floor steel structure, a supporting net rack steel structure, a curtain wall column, a corbel and a seated hinged support, the curtain wall column connects the hanging floor steel structure and the supporting floor steel structure, the roof net rack steel structure and the supporting net rack steel structure are connected with the corbel of the core tube shear wall assembly through the seated hinged support, the proposed high-position hanging and low-position supporting innovative structure system is composed of four groups of symmetrically arranged core tube shear walls, high-position hanging structures and low-position supporting structures, the application not only accurately responds to the urgent demand of modern buildings for large-span and multi-functional space, but also creates a high-performance building structure through the organic integration of mechanical properties and spatial efficiency, adopts a hanging steel structure below the roof net rack steel structure, the hanging floor structure is not blocked except for a few hanging columns, greatly improves the space utilization efficiency, at the same time, creates a completely unobstructed large-span shared space between the hanging floor and the supporting floor, and the exterior curtain wall can create rich and colorful decoration effects, adds vitality and dynamic to the city, meets the demand of modern buildings for open view and spatial flexibility, in addition, there is no other obstruction below the supporting truss position except the core tube shear wall, which provides a convenient and smooth space for pedestrian and vehicle traffic.

[0006] Preferably, the core tube shear wall assembly is composed of four reinforced concrete core tubes or giant composite columns arranged in height, and the top of the core tube shear wall assembly extends above the roof net rack steel structure, and the load-bearing structure system is composed of the core tube shear wall, the supporting net rack steel structure and the roof net rack steel structure, the structure has high bearing capacity and efficiency, as the main bearing component, effectively bears the vertical load, horizontal wind load and earthquake action of the whole building, can meet the structural bearing and ductility requirements under strong wind and strong earthquake load conditions, the roof net rack steel structure is the key load transmission structure of the hanging floor, uniformly transmits the load to each core tube, the supporting floor adopts a frame steel structure, is directly placed on the supporting net rack steel structure and is supported by the supporting net rack steel structure, the curtain wall column is used to connect the hanging floor and the supporting floor, only bears the wind load, is hung on the beam of the upper floor at the upper end and releases the axial displacement at the lower end.

[0007] Preferably, the roof net rack steel structure is composed of eight orthogonal main truss structures to form a flat net rack structure; the lower hanging floor steel structure is suspended below the roof net rack steel structure by high-strength hanging columns as a suspension carrier of the lower hanging floor steel structure, and the lower hanging floor steel structure transmits its own weight and use load to the roof net rack steel structure through the high-strength hanging columns, and then disperses to the corbel of the core tube shear wall assembly through the seated hinged support to complete the vertical force transmission from the lower hanging floor, the roof net rack to the core tube; in the upper supporting layer, the upper supporting net rack steel structure and the upper supporting floor steel structure adopt rigid joint nodes to form a whole stress system, and the load of the upper supporting floor is transmitted to the corbel of the core tube through the upper supporting net rack steel structure and the seated hinged support to realize stable force transmission from the upper supporting floor, the upper supporting net rack to the core tube.

[0008] Preferably, the connection nodes of the upper supporting net rack steel structure and the upper supporting floor steel structure adopt rigid joint form to form a whole stress system, and the high-position hanging and low-position supporting steel structure system realizes stable structure stress and efficient construction through the design logic of layered bearing, cooperative force transmission and step-by-step lifting, which specifically works in three dimensions of structure stress, space construction and construction implementation. In terms of structure stress and force transmission, the core tube shear wall assembly as a core lateral force resisting member is composed of four high-through reinforced concrete core tubes or giant composite columns to form a symmetrical stable vertical support frame, the top of which extends to the roof net rack steel structure to provide installation foundation for the top structure and bear the horizontal wind load, earthquake action and part of the vertical load of the whole building to ensure the stability of the structure against lateral displacement.

[0009] Preferably, the upper end of the curtain wall column is connected with the lower hanging floor steel structure by a hinged support with complete constraint of translational displacement, the lower end of the curtain wall column is connected with the upper supporting floor steel structure by a hinged support with complete constraint of lateral displacement of axial sliding, and the seated hinged support is used to connect the core tube shear wall assembly and the roof net rack steel structure and the upper supporting net rack steel structure, which not only provides convenience for construction and installation, improves the degree of building construction and assembly, but also effectively releases the end moment and adapts to the axial force of the corridor caused by temperature change, so as to greatly reduce the internal force in the net rack steel structure, save materials, simplify the node structure and reduce the construction cost.

[0010] Preferably, the lower hanging floor steel structure has no other obstructive structural members except the high-strength steel hanging columns for suspension, which can maximize the use of the space in the hanging area to meet the requirements of open view and flexible layout.

[0011] Preferably, when the roof space frame steel structure is connected to the core tube shear wall assembly via a hinged support, it can effectively release the bending moment generated at the ends of the roof space frame steel structure, while adapting to the axial force caused by temperature changes and reducing the internal stress of the space frame. Through ground assembly and cumulative lifting, the roof space frame steel structure and the lower floor steel structure can be assembled in situ simultaneously during the construction of the core tube. Then, it is lifted to a certain height, and the upper supporting space frame steel structure and the upper supporting floor steel structure are assembled. Finally, the whole structure is lifted to the design position. This construction mode significantly improves construction efficiency, saves construction space, shortens the construction period, reduces the amount of high-altitude work, and has good economic benefits.

[0012] Preferably, the steps include: S1. Install a lifting bracket on the top of the core tube shear wall assembly, and connect the structure to be lifted to the through-hole jack placed on the lifting bracket through the lifting cable; S2. Using the frame support method, assemble the roof space frame steel structure and the lower floor steel structure on the ground, and then lift the assembled structure to the position corresponding to the sum of the heights of the upper floor steel structure, the upper space frame steel structure and the temporary support columns. S3. Using the frame support method, the upper floor steel structure and the upper grid steel structure are assembled on the ground. The lower floor steel structure and the upper floor steel structure are connected by temporary support columns. Then the whole structure is lifted to the top of the core tube shear wall component. S4. The corbels of the roof space frame steel structure, the upper support space frame steel structure and the core tube shear wall component are connected by the seated hinged support. S5. Remove the lifting brackets and lifting cables from the top of the core tube shear wall assembly, unload the temporary support columns, install the curtain wall columns, and complete the structural construction.

[0013] Preferably, the jig used to support the assembly structure in steps S2 and S3 is a support jig, and the support jig is removed after the overall structure is lifted to the design position in step S4.

[0014] Preferably, after the curtain wall column installation is completed in step S5, concrete floor pouring is also required to complete the overall structural construction.

[0015] In summary, the technical effects and advantages of this invention are as follows: 1. The innovative structural system of high-level hanging and low-level supporting proposed in this invention consists of four symmetrically arranged core tube shear walls, a high-level hanging structure, and a lower-level supporting structure. This invention not only accurately responds to the urgent needs of modern architecture for large-span, multi-functional spaces, but also creates a high-efficiency building structure through the organic integration of mechanical performance and spatial efficiency. The suspended steel structure is used under the roof grid steel structure, and the lower-level floor structure has no obstructions except for a very few hanging columns, which greatly improves the space utilization efficiency. At the same time, a completely unobstructed large-span shared space is created between the lower-level floor and the upper-level floor, and the exterior curtain wall can create a variety of decorative effects, adding vitality and dynamism to the city and meeting the needs of modern architecture for open views and spatial flexibility. In addition, there are no other obstructions under the upper-level truss except for the core tube shear wall, providing convenient and smooth space for pedestrian and vehicular traffic.

[0016] 2. In this invention, the load-bearing structural system consists of a core tube shear wall, an upper supporting space frame steel structure, and a roof space frame steel structure. The structure has high load-bearing efficiency and, as the main load-bearing components, effectively bears the vertical load, horizontal wind load, and seismic action of the entire building. It can meet the structural load-bearing and ductility requirements under strong wind and strong earthquake load conditions. The roof space frame steel structure, as the key force transmission structure of the lower floors, evenly transmits the load to each core tube. The upper supporting floors adopt a frame steel structure, which is directly placed on the upper supporting space frame steel structure for support. The lower floors and the upper supporting floors are connected by curtain wall columns. The curtain wall columns only bear the wind load, with their upper ends suspended from the beams of the upper floors and their lower ends releasing axial displacement.

[0017] 3. In this invention, the core tube shear wall components, roof space frame steel structure, and upper support space frame steel structure are connected by a seated hinged support, which not only facilitates construction and installation and improves the degree of prefabrication in building construction, but also effectively releases the end bending moment and adapts to the axial force of the connecting corridor caused by temperature changes. This can greatly reduce the internal forces in the space frame steel structure, save materials, simplify the node construction, and reduce construction costs.

[0018] 4. In this invention, by assembling on the ground and cumulatively lifting, the roof grid steel structure and the lower floor steel structure can be assembled in situ simultaneously during the construction of the core tube. Then, it is lifted to a certain height, and the upper support grid steel structure and the upper support floor steel structure are assembled. Finally, the whole structure is lifted to the design position. This construction mode significantly improves construction efficiency, saves construction space, shortens the construction period, reduces the amount of high-altitude work, and has good economic benefits. Attached Figure Description

[0019] Figure 1 This is a schematic diagram of the overall structure of a high-position hanging and low-position supporting steel structure system according to the present invention; Figure 2This is a top view schematic diagram of a high-position hanging and low-position supporting steel structure system according to the present invention; Figure 3 This is a schematic diagram of the high-position lower-hanging steel structure in the lifting and assembly state of the high-position lower-hanging steel structure system of the present invention. Figure 4 This is a schematic diagram of the low-position upper support steel structure in the lifting and assembly state of the high-position lower hanging and low-position upper support steel structure system of the present invention; Figure 5 This is a schematic diagram of the lifting stage of the high-position hanging and low-position supporting steel structure system of the present invention; Figure 6 This is a schematic diagram of the structure of a high-position hanging and low-position supporting steel structure system of the present invention, which includes the removal of the lifting frame, temporary support columns and the installation of curtain wall columns; Figure 7 This is a flowchart of an overall cumulative lifting construction method for a high-position hanging and low-position supporting steel structure system according to the present invention.

[0020] In the diagram: 1. Core tube shear wall assembly; 2. Roof space frame steel structure; 3. Lower floor steel structure; 4. Upper floor steel structure; 5. Upper space frame steel structure; 6. Curtain wall column; 7. Corbel; 8. Sealed hinged support; 9. Lifting bracket; 10. Through-hole jack; 11. Lifting cable; 12. Support frame; 13. Temporary support column. Detailed Implementation

[0021] The technical solutions of the embodiments of the present invention will be clearly and completely described below with reference to the accompanying drawings. Obviously, the described embodiments are only some embodiments of the present invention, and not all embodiments. Based on the embodiments of the present invention, all other embodiments obtained by those skilled in the art without creative effort are within the scope of protection of the present invention.

[0022] refer to Figures 1-7The illustrated high-level underhanging and low-level supporting steel structure system includes a core tube shear wall assembly 1, a roof space frame steel structure 2, an underhanging floor steel structure 3, an upper supporting floor steel structure 4, an upper supporting space frame steel structure 5, curtain wall columns 6, corbels 7, and hinged supports 8. The curtain wall columns 6 connect the underhanging floor steel structure 3 and the upper supporting floor steel structure 4. The roof space frame steel structure 2 and the upper supporting space frame steel structure 5 are connected to the corbels 7 of the core tube shear wall assembly 1 via the hinged supports 8. This innovative high-level underhanging and low-level supporting structural system consists of four symmetrically arranged core tube shear walls, high-level underhanging structures, and lower-level supporting structures. This invention not only accurately responds to the modern architectural demand for large spans and multiple... The urgent need for functional space has led to the creation of a high-efficiency building structure through the organic integration of mechanical performance and spatial efficiency. A suspended steel structure is used under the roof grid steel structure 2. The lower floor structure has no obstructions except for a very few hanging columns, which greatly improves the efficiency of space utilization. At the same time, a completely unobstructed large-span shared space is created between the lower floor and the upper floor. Moreover, the exterior curtain wall can create a variety of decorative effects, adding vitality and dynamism to the city and meeting the needs of modern architecture for open views and spatial flexibility. In addition, there are no other obstructions under the upper truss except for the core tube shear wall, providing convenient and smooth space for pedestrian and vehicular traffic.

[0023] The core tube shear wall assembly 1 consists of four reinforced concrete core tubes or mega-composite columns arranged at full height. The top of the core tube shear wall assembly 1 extends to the roof space frame steel structure 2. Its load-bearing structure system consists of the core tube shear wall, the upper supporting space frame steel structure 5, and the roof space frame steel structure 2. The structure has high load-bearing efficiency and, as the main load-bearing component, effectively bears the vertical load, horizontal wind load, and seismic action of the entire building. It can meet the structural bearing and ductility requirements under strong wind and strong earthquake load conditions. The roof space frame steel structure 2, as the key force transmission structure of the lower floors, evenly transmits the load to each core tube. The upper supporting floors adopt a frame steel structure, which is directly placed on the upper supporting space frame steel structure 5 for support. The lower floors and the upper supporting floors are connected by curtain wall columns 6. The curtain wall columns 6 only bear the wind load. Their upper ends are suspended from the beams of the upper floors, and their lower ends release axial displacement.

[0024] Among them, the roof space frame steel structure 2 is a flat space frame structure composed of eight orthogonally arranged main trusses; the lower floor steel structure 3 is suspended below the roof space frame steel structure 2 by high-strength hanging columns, serving as the suspension carrier for the lower floor steel structure 3. The lower floor steel structure 3 transfers its own weight and the used load to the roof space frame steel structure 2 through the high-strength hanging columns, and then distributes it to the corbel 7 of the core tube shear wall component 1 through the seated hinged support 8, thus completing the vertical force transmission from the lower floor, the roof space frame to the core tube; in the lower upper support layer, the upper support space frame steel structure 5 and the upper support floor steel structure 4 form an integral force-bearing system with rigid connection nodes. The load of the upper support floor is transferred to the core tube corbel 7 through the upper support space frame steel structure 5 and the seated hinged support 8, thus achieving stable force transmission from the upper support floor, the upper support space frame to the core tube.

[0025] Among them, the connection nodes between the upper supporting steel structure 5 and the upper supporting floor steel structure 4 adopt a rigid connection form to form an overall force-bearing system. The high-position hanging and low-position supporting steel structure system achieves structural stability and efficient construction through the design logic of layered bearing, coordinated force transmission and step-by-step lifting. Specifically, the work is carried out from three dimensions: structural force, spatial construction and construction implementation. In terms of structural force and force transmission, the core tube shear wall component 1, as the core lateral force resisting component, is composed of four full-height reinforced concrete core tubes or giant composite columns forming a symmetrical and stable vertical support frame. Its top extends to the roof steel structure 2, which not only provides the installation foundation for the top structure, but also bears the horizontal wind load, seismic action and part of the vertical load of the building as a whole, ensuring the structural lateral displacement stability.

[0026] The upper end of the curtain wall column 6 is connected to the lower floor steel structure 3 by a hinged support with fully constrained translational displacement, and the lower end of the curtain wall column 6 is connected to the upper floor steel structure 4 by a hinged support with fully constrained axial sliding lateral direction. The core tube shear wall component 1, the roof space frame steel structure 2, and the upper space frame steel structure 5 are connected by a seated hinged support 8. This not only facilitates construction and installation and improves the degree of prefabrication in building construction, but also effectively releases the end bending moment and adapts to the axial force of the connecting corridor caused by temperature changes. This can greatly reduce the internal forces in the space frame steel structure, save materials, simplify the node construction, and reduce construction costs.

[0027] Among them, the lower floor steel structure 3, apart from the high-strength steel hanging columns used for suspension, has no other obstructing structural components, which can maximize the use of the space in the lower area and meet the needs of open view and flexible layout.

[0028] When the roof space frame steel structure 2 is connected to the core tube shear wall component 1 through the hinged support 8, it can effectively release the bending moment generated at the end of the roof space frame steel structure 2, while adapting to the axial force caused by temperature changes and reducing the internal stress of the space frame. Through ground assembly and cumulative lifting, the roof space frame steel structure 2 and the lower floor steel structure 3 can be assembled in situ simultaneously during the construction of the core tube. Then, it is lifted to a certain height, and the upper support space frame steel structure 5 and the upper support floor steel structure 4 are assembled. Finally, the whole structure is lifted to the design position. This construction mode significantly improves construction efficiency, saves construction space, shortens the construction period, reduces the amount of high-altitude work, and has good economic benefits.

[0029] This includes the following steps: S1. Install a lifting bracket 9 on the top of the core tube shear wall assembly 1, and connect the structure to be lifted to the through-hole jack 10 placed on the lifting bracket 9 through the lifting cable 11. S2. Using the frame support method, assemble the roof space steel structure 2 and the lower floor steel structure 3 on the ground, and then lift the assembled structure to the position corresponding to the sum of the heights of the upper floor steel structure 4, the upper space steel structure 5 and the temporary support column 13. S3. Using the frame support method, the upper floor steel structure 4 and the upper grid steel structure 5 are assembled on the ground. The lower floor steel structure 3 and the upper floor steel structure 4 are connected by temporary support columns 13. Then the whole structure is lifted to the top of the core tube shear wall component 1. S4. The roof space frame steel structure 2, the upper support space frame steel structure 5 and the corbel 7 of the core tube shear wall component 1 are connected by the seated hinged support 8. S5. Remove the lifting bracket 9 and lifting cable 11 from the top of the core tube shear wall assembly 1, unload the temporary support column 13, install the curtain wall column 6, and complete the structural construction.

[0030] In step S2 and step S3, the support frame used to support the assembly structure is the support frame 12. In step S4, after the overall structure is lifted to the design position, the support frame 12 is removed.

[0031] In step S5, after the curtain wall column 6 is installed, concrete floor pouring is required to complete the overall structural construction.

[0032] The working principle of this invention: The high-position hanging and low-position supporting steel structure system achieves structural stability and efficient construction through the design logic of layered bearing, coordinated force transmission, and step-by-step lifting. Specifically, the work is carried out from three dimensions: structural force, spatial construction, and construction implementation. In terms of structural force and force transmission, the core tube shear wall component 1, as the core lateral force resisting component, is composed of four reinforced concrete core tubes or giant composite columns arranged at full height to form a symmetrical and stable vertical support frame. Its top extends to the roof grid steel structure 2, which not only provides the installation foundation for the top structure, but also bears the horizontal wind load, seismic action and part of the vertical load of the building as a whole, ensuring the structural lateral displacement stability. In the high-level lower-level structure, the roof space frame steel structure 2 is composed of eight orthogonal main trusses forming a flat space frame structure, which serves as the suspension carrier for the lower-level floor steel structure 3. The lower-level floor steel structure 3 transfers its own weight and the load to the roof space frame steel structure 2 through high-strength hanging columns, and then distributes the load to the corbel 7 of the core tube shear wall component 1 through the hinged support 8, thus completing the vertical force transmission from the lower-level floor, roof space frame to the core tube. In the low-level upper-level structure, the upper-level support space frame steel structure 5 and the upper-level support floor steel structure 4 form an integrated force-bearing system through rigid joints. The load of the upper-level support floor is transferred to the core tube corbel 7 through the upper-level support space frame steel structure 5 and the hinged support 8, thus achieving stable force transmission from the upper-level floor, upper-level support space frame to the core tube. The curtain wall column 6 connects the lower hanging and upper supporting floor steel structure 4. The upper end is fixed by a hinged support that is fully constrained by translational displacement, and the lower end is connected by a hinged support that is fully constrained by axial sliding and lateral. It only bears the wind load of the facade and allows axial deformation, avoiding additional stress inside the structure. At the same time, the hinged support 8 can release the bending moment at the end of the space frame, adapt to axial deformation, reduce stress concentration, and reduce the complexity of the node construction. In terms of spatial construction, the lower floor steel structure 3 is suspended by only a few high-strength hanging columns and has no other vertical obstructing components. The upper floor steel structure 4 is supported on the upper support grid. Only the core tube shear wall component 1 is retained below the upper support grid. The lower and upper floors are connected by the curtain wall column 6 to form an unobstructed shared space that runs vertically through the building. This meets the needs of modern buildings for open views and spatial flexibility. The flat roof grid steel structure 2 has both load-bearing and space covering functions. Combined with the decorative design of the curtain wall column 6, it achieves the synergy between structural performance and architectural aesthetics. In the overall cumulative lifting construction, the lifting bracket 9 is first installed on the top of the core tube shear wall component 1. The structure to be lifted is connected to the through-hole jack 10 through the lifting cable 11 to build the lifting power system. In the first stage, the roof space frame and the lower floor steel structure 3 are assembled on the ground using a frame support to reduce the risk of high-altitude operations. After assembly, the combined structure is lifted to a position that matches the total height of the upper floor, upper space frame, and temporary support columns 13 by using jacks to drive the lifting cable 11, thus freeing up space for the construction of the upper structure. In the second stage, the upper floor and upper space frame steel structure 5 are assembled on the ground and connected to the lower floor steel structure 3 through the temporary support columns 13 to form a whole. Then, the lifting system is driven to lift the whole structure to the designed position at the top of the core tube. After the structure is in place, the space frame and the core tube bracket 7 are fixed by the seated hinged support 8 to establish a permanent force transmission path. Then, the lifting support 9, lifting cable 11, and temporary support columns 13 are removed, the curtain wall columns 6 are installed, and finally the concrete floor is poured to complete the spatial closure and functional perfection of the entire steel structure system. In summary, this system, through the coordinated operation of layered load-bearing and force transmission, unobstructed space design, ground assembly, and cumulative lifting construction, not only ensures the structural stability and space utilization of large-span buildings, but also improves construction efficiency through industrialized construction methods, achieving a unity of structural performance, building function, and construction convenience.

[0033] Finally, it should be noted that the above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Although the present invention has been described in detail with reference to the foregoing embodiments, those skilled in the art can still modify the technical solutions described in the foregoing embodiments or make equivalent substitutions for some of the technical features. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of the present invention should be included within the protection scope of the present invention.

Claims

1. A steel structure system with a high-position lower suspension and a low-position upper support, characterized in that: The application relates to a high-rise building structure, which comprises a core tube shear wall assembly (1), a roof net rack steel structure (2), a lower-hung floor steel structure (3), an upper-hung floor steel structure (4), an upper-hung net rack steel structure (5), a curtain wall column (6), a bracket (7) and a seated hinged support (8), the curtain wall column (6) is connected with the lower-hung floor steel structure (3) and the upper-hung floor steel structure (4), the roof net rack steel structure (2) and the upper-hung net rack steel structure (5) are connected with the bracket (7) of the core tube shear wall assembly (1) through the seated hinged support (8).

2. The high-level hanging and low-level supporting steel structure system according to claim 1, characterized in that: The core tube shear wall assembly (1) is composed of four reinforced concrete core tubes or giant composite columns arranged in height, and the top of the core tube shear wall assembly (1) extends to the roof net rack steel structure (2).

3. The high-level hanging and low-level supporting steel structure system according to claim 1, characterized in that: The roof net rack steel structure (2) is composed of eight main trusses arranged in quadrature and forms a flat net rack structure; the lower-hung floor steel structure (3) is hung below the roof net rack steel structure (2) through high-strength hanging columns.

4. The high-level hanging and low-level lifting steel structure system according to claim 1, characterized in that: The connecting joint of the upper-hung net rack steel structure (5) and the upper-hung floor steel structure (4) adopts a rigid connection mode and forms an integral stress system.

5. The high-level down-hung and low-level up-lift steel structural system according to claim 1, characterized in that: The upper end of the curtain wall column (6) is connected with the lower-hung floor steel structure (3) through a hinged support with complete constraint of translational displacement, and the lower end of the curtain wall column (6) is connected with the upper-hung floor steel structure (4) through a hinged support with complete constraint of lateral displacement and axial sliding.

6. The high-level down-hung and low-level up-lift steel structural system according to claim 1, characterized in that: The lower-hung floor steel structure (3) has no other shielding structural members except the high-strength steel hanging columns used for hanging, so that the space of the lower-hung area can be maximally utilized to meet the requirements of open view and flexible layout.

7. The high-level down-hung and low-level up-lift steel structural system according to claim 1, characterized in that: When the roof net rack steel structure (2) is connected with the core tube shear wall assembly (1) through the seated hinged support (8), the bending moment generated at the end of the roof net rack steel structure (2) can be effectively released, and the axial force caused by temperature change can be adapted, so that the internal stress of the net rack is reduced.

8. A method for integral cumulative lifting construction of a high-position underhanging and low-position upholding steel structure system, characterized in that: The application further discloses a construction method of the high-rise building structure, which comprises the following steps: S1, a lifting support (9) is installed at the top of the core tube shear wall assembly (1), and a through-type jack (10) placed on the lifting support (9) is connected with a structure to be lifted through a lifting cable (11); S2, a floor rack support method is adopted to assemble the roof net rack steel structure (2) and the lower-hung floor steel structure (3) on the ground, and then the assembled structure is lifted to a position corresponding to the sum of the heights of the upper-hung floor steel structure (4), the upper-hung net rack steel structure (5) and temporary support columns (13); S3, a floor rack support method is adopted to assemble the upper-hung floor steel structure (4) and the upper-hung net rack steel structure (5) on the ground, the lower-hung floor steel structure (3) is connected with the upper-hung floor steel structure (4) through the temporary support columns (13), and then the whole structure is lifted to the top of the core tube shear wall assembly (1); S4, the roof net rack steel structure (2), the upper-hung net rack steel structure (5) and the bracket (7) of the core tube shear wall assembly (1) are connected through the seated hinged support (8); S5, the lifting support (9) and the lifting cable (11) at the top of the core tube shear wall assembly (1) are removed, the temporary support columns (13) are unloaded, the curtain wall column (6) is installed, and the structure construction is completed.

9. The integrated cumulative lifting construction method of a high-position downward hanging and low-position upward supporting steel structure system according to claim 8, characterized in that: The jig for supporting the assembled structure in the steps S2 and S3 is a supporting jig (12), which is removed after the monolithic structure is lifted to the designed position in the step S4.

10. The integrated cumulative lifting construction method of high-position downward hanging and low-position upward supporting steel structure system according to claim 8, characterized in that: After the curtain wall column (6) is installed in the step S5, a concrete floor pouring operation is further needed to be performed to complete the monolithic structure construction.

Images