A kilometer-level super-high-rise tower

Abstract

This invention relates to a kilometer-class supertall tower, belonging to the field of architectural structural design technology, and solves the technical problems of insufficient lateral stiffness and inadequate load-bearing capacity of the foundation in existing supertall tower buildings. The kilometer-class supertall tower of this invention includes a central tower and a tower base; the central tower includes a tower area and a mast area; the tower area is equipped with vertical support units, horizontal support units, and facade support units; the vertical support units connect with the horizontal support units to form a giant lattice structure in the tower area; the facade support units are spirally coiled and connected to the giant lattice structure in the tower area; the tower base includes a tower base foundation and a tower base building complex, the tower base foundation including a ring-shaped raft slab, and a tower base truss is installed on top of the tower base building complex; the central tower is mounted on the tower base truss. This invention's kilometer-class supertall tower features an ultra-high tower body, rational zoning, high space utilization, and a solid foundation, facilitating construction.

Description

Technical Field

[0001] This invention relates to the field of building structure design technology, and in particular to a kilometer-class super high-rise tower. Background Technology

[0002] With the progress of human civilization and the development of construction technology, the desire to continuously challenge the height of buildings has been a fundamental human aspiration. In recent years, countries have been vying to build super-tall towers, and numerous visions for future skyscrapers have emerged. However, to realize these envisioned super-tall towers, a series of technical problems still need to be solved.

[0003] Supertall towers over 1,000 meters in height possess strong functionality and iconic status. To meet the structural lateral rigidity requirements, a vast amount of steel is needed; the enormous structural weight exerts immense pressure on the foundation; and factors such as seismic forces further complicate the construction process.

[0004] With current building materials and construction methods, the following technical problems need to be solved to build a kilometer-high supertall tower:

[0005] 1. The technical bottleneck problem of difficulty in ensuring the lateral stiffness of kilometer-level super high-rise towers.

[0006] 2. Supertall tower buildings with a height of around 500 meters bear enormous loads, and existing pile foundations cannot meet the bearing capacity requirements. Typical buildings use pile-raft foundations. However, when a building reaches a height of around 500 meters, the bearing capacity of a single pile becomes limited, and the area of ​​the raft foundation beneath the tower is insufficient to accommodate a sufficient number of piles to support the enormous load of the superstructure.

[0007] The aforementioned technical challenges have limited the construction of supertall towers exceeding 1,000 meters in height. Summary of the Invention

[0008] Based on the above analysis, the present invention aims to provide a kilometer-class super high-rise tower to solve the technical problems of insufficient lateral stiffness and the inability of pile-raft foundations to bear huge loads in kilometer-class super high-rise towers.

[0009] This invention is achieved through the following technical solution:

[0010] A kilometer-class supertall tower includes a central tower and a base; the central tower is situated on the base; the base is provided with a ring-shaped foundation; the central tower includes a tower section and a mast section; the mast section is situated above the tower section; the tower section is provided with vertical support units, horizontal support units, and facade support units; the vertical support units connect to the horizontal support units to form a giant lattice structure of the tower section; the facade support units are spirally coiled and connected to the giant lattice structure of the tower section; the vertical support units include the tower's outer cylindrical body; the kilometer-class supertall tower refers to a central tower exceeding 1000m in height.

[0011] Furthermore, the tower base building foundation includes a tower base pile foundation and an annular raft slab, the tower base building complex is set on the annular raft slab, and the central tower is set on the tower base truss.

[0012] Furthermore, the tower area includes a low section of the high tower, a middle section of the high tower, and a high section of the high tower arranged sequentially from low to high, with the low section of the high tower located on the tower base truss.

[0013] Furthermore, the horizontal support unit is divided into a low-zone horizontal support unit, a middle-zone horizontal support unit, and a high-zone horizontal support unit; the vertical support unit is divided into a low-zone vertical support unit, a middle-zone vertical support unit, and a high-zone vertical support unit; and the facade support unit is divided into a low-zone facade support, a middle-zone facade support, and a high-zone facade support.

[0014] Furthermore, the low-zone horizontal support unit includes low-zone floor beams and low-zone horizontal truss layers; multiple low-zone floor beams are spaced apart between adjacent low-zone horizontal truss layers; the low-zone floor beams cantilever inward to form an inner annular channel, and the low-zone tower is surrounded by them.

[0015] Furthermore, the low-zone vertical support unit includes a low-zone support inner cylinder, a low-zone support outer cylinder, low-zone steel pipe columns, and low-zone reinforcing ribs; the low-zone support inner cylinder is arranged parallel to the low-zone support outer cylinder; the same number of low-zone steel pipe columns are correspondingly arranged on the low-zone support inner cylinder and the low-zone support outer cylinder, and the corresponding low-zone steel pipe columns on the low-zone support inner cylinder and the low-zone support outer cylinder are provided with low-zone reinforcing ribs.

[0016] Furthermore, the low-level facade support is composed of intersecting diagonal braces, which are connected end to end and spirally wound around the outer cylinder of the low-level support.

[0017] Furthermore, the central zone horizontal support unit includes a central zone floor beam; the central zone vertical support unit includes a central zone core tube, a central zone truss column, and a central zone reinforcing rib.

[0018] Furthermore, the central core tube is located inside the central support inner tube, and the central support inner tube is arranged parallel to the central support outer tube; the same number of central truss columns are circumferentially distributed on the central support inner tube and the central support outer tube, and the central reinforcing ribs connect the corresponding low-zone steel pipe columns on the low-zone support inner tube and the low-zone support outer tube; the central support outer tube is an extension of the low-zone support outer tube, and the central facade support is a partial extension of the low-zone facade support.

[0019] Furthermore, the high-zone horizontal support unit includes a high-zone floor beam, a high-zone support outer cylinder, a high-zone steel pipe column, and a high-zone facade support; the high-zone steel pipe columns are axially evenly distributed on the high-zone support outer cylinder, the high-zone support outer cylinder is an extension of the middle-zone support outer cylinder, and the high-zone facade support is a partial extension of the middle-zone facade support.

[0020] Furthermore, the mast area is located on the horizontal support unit at the top of the tower area, and the mast area adopts a steel pipe column or lattice column structure.

[0021] A three-dimensional urban supertall building, including the aforementioned kilometer-level supertall tower.

[0022] Compared with the prior art, the present invention can achieve at least one of the following beneficial effects:

[0023] 1. This invention effectively increases the structural rigidity of the kilometer-level supertall tower by adopting a streamlined facade design that is larger at the bottom and smaller at the top, strictly controlling the height-to-width ratio of the tower, and through the interactive connection of vertical support units, horizontal support units, and facade support units. At the same time, it effectively reduces the wind resistance area of ​​the upper part of the kilometer-level supertall tower. While reducing the structural self-weight, it significantly reduces the wind load on the upper part of the kilometer-level supertall tower and the destructive force that may be caused by earthquakes.

[0024] 2. The kilometer-class super high-rise tower of the present invention adopts a steel structure, which can give full play to the advantages of the high strength of steel materials and reduce the self-weight of the structure; at the same time, the dome structure connecting the top of the giant ring structure is adapted to the circular arrangement section of the tower body, and the grid density can be adjusted, which can significantly improve the lateral stiffness of the super high-rise building structure.

[0025] 3. The ring foundation of this invention, consisting of a ring pile foundation and a ring raft slab, solves the main bottleneck problem of bearing capacity in the foundation of kilometer-level super high-rise towers. The ring foundation breaks through the traditional practice of having independent pile-raft foundations for adjacent structures that are far apart. On the one hand, it utilizes the stress of the continuous foundation beam; on the other hand, it expands the pile area using the ring-shaped pile cap; and it also leverages the beneficial effects of the soil between the piles to improve the bearing capacity of the foundation, thereby overcoming the problem of insufficient foundation bearing capacity and providing a completely new approach for significantly increasing the height of super high-rise buildings.

[0026] 4. The three-dimensional city kilometer-level super high-rise tower of the present invention has several platforms set vertically along the kilometer-level super high-rise building as horizontal reinforcement layers. On the one hand, the horizontal reinforcement layers can resist the horizontal component force of the vertical components and improve the overall stress performance of the structure. On the other hand, they can serve as support platforms for the building's shared space. At the same time, they are conducive to construction, that is, during the construction phase, they can serve as construction platforms for the graded hoisting of high-altitude, long-distance components and the graded pumping of concrete.

[0027] In this invention, the above-described technical solutions can be combined with each other to achieve more preferred combinations. Other features and advantages of this invention will be set forth in the following description, and some advantages may become apparent from the description or be learned by practicing the invention. The objectives and other advantages of this invention can be realized and obtained through the description and accompanying drawings, which are particularly pointed out. Attached Figure Description

[0028] The accompanying drawings are for illustrative purposes only and are not intended to limit the invention. Throughout the drawings, the same reference numerals denote the same parts.

[0029] Figure 1 This is a schematic diagram of the overall structure of the kilometer-class super high-rise tower of the present invention;

[0030] Figure 2 This is a schematic diagram of a kilometer-level super high-rise tower with a grounded cross-woven cable net structure according to the present invention;

[0031] Figure 3 A schematic diagram of a three-dimensional urban structure incorporating the kilometer-level super high-rise tower of this invention;

[0032] Figure 4 for Figure 1 Schematic diagram of the AA section;

[0033] Figure 5 for Figure 1 Schematic diagram of the BB cross section;

[0034] Figure 6 for Figure 1 Schematic diagram of the CC section;

[0035] Figure 7 for Figure 1 Schematic diagram of the DD section;

[0036] Figure 8 This is a schematic diagram of the partial mid-section structure of the tower base building complex after it has been flattened.

[0037] Figure 9 This is a schematic diagram showing the positional relationship between the tower foundation pile foundation and the annular raft slab of the present invention;

[0038] Figure 10 for Figure 9 A bottom view;

[0039] Figure 11 for Figure 1 Enlarged schematic diagram of part E in the middle;

[0040] Figure 12 This is a schematic diagram of the high tower and low zone structure of the present invention;

[0041] Figure 13 for Figure 12 Enlarged view of part F in the middle;

[0042] Figure 14 This is a schematic diagram of the distribution of towers in a three-dimensional urban supertall building according to the present invention;

[0043] Figure 15 This is a schematic diagram of the tower base building complex of the present invention;

[0044] Figure 16 This is a schematic diagram of the central ring building complex in this invention;

[0045] Figure 17 This is a schematic diagram of the outer ring building complex of the present invention;

[0046] Figure 18 This is a schematic diagram of the middle section structure of the high tower of the present invention;

[0047] Figure 19 This is a schematic diagram of the high-rise tower structure of the present invention.

[0048] Figure label:

[0049] 11. Pile-raft foundation; 111. Outer ring pile foundation; 112. Middle ring pile foundation; 113. Tower foundation pile foundation; 12. Annular raft slab;

[0050] 211. Outer Ring Tower Body; 212. Outer Ring Truss; 221. Middle Ring Tower Body; 222. Middle Ring Truss; 23. Tower Base Complex; 231. Tower Base Body; 232. Tower Base Truss; 233. Inner Ring Tower Core; 234. Inner Ring Platform Horizontal Reinforcement Layer;

[0051] 3. Central Tower; 31. Lower Zone of Tower; 311. Lower Zone Floor Beams; 312. Lower Zone Vertical Support Units; 313. Lower Zone Horizontal Truss Layers; 314. Lower Zone Cross Bracing; 315. Lower Zone Truss Column Inner Tube; 316. Lower Zone Truss Column Outer Tube; 317. Lower Zone Truss Columns; 318. Lower Zone Two-Way Beams; 32. Middle Zone of Tower; 321. Middle Zone Floor Beams; 322. Middle Zone Core Tube; 323. Middle Zone Vertical Support Units; 324. Middle Zone Two-Way Beams; 325. Middle Zone Truss Column Outer Tube; 326. Middle Zone Truss Column Inner Tube; 327. Middle Zone Truss Columns; 328. Middle Zone Cross Bracing; 33. Upper Zone of Tower; 331. Upper Zone Floor Beams; 332. Upper Zone Truss Column Outer Tube; 333. Upper Zone Truss Columns; 334. Upper Zone Cross Bracing; 34. Mast Zone;

[0052] 41. Roof cable net unit; 42. Inflatable membrane unit;

[0053] 5. Grounding cross-woven cable net structure. Detailed Implementation

[0054] The preferred embodiments of the present invention will now be described in detail with reference to the accompanying drawings, which constitute a part of the present invention and are used together with the embodiments of the present invention to illustrate the principles of the present invention, but are not intended to limit the scope of the present invention.

[0055] The following is combined Figures 1-19 The technical solution of the present invention will be described in more detail below:

[0056] Example 1

[0057] A super high-rise tower with a height of 1,000 meters.

[0058] The main structure of the kilometer-class supertall tower in Example 1 is the central tower 3. Example 1 defines the central tower 3 as having a height exceeding 1000m.

[0059] like Figure 1 As shown, the kilometer-class supertall tower in this embodiment 1 includes a central tower 3 and a tower base. The tower base of the kilometer-class supertall tower includes the tower base building complex 23, the tower base pile foundation 113, and the annular raft slab 12 as in embodiment 2; wherein, the tower base pile foundation 113 and the annular raft slab 12 constitute the foundation of the tower base building complex 23; the tower base building complex 23 includes the tower base tower body 231 and the tower base truss 232.

[0060] Combination Figure 1 , Figure 8 and Figure 9 As shown, the central tower 3 is mounted on the tower base truss 232. The enormous load of the central tower 3 is transferred through the tower base truss 232 to the multiple tower base towers 231 arranged in a ring on the tower base building complex 23, and further supported by the tower base pile foundations 113 installed at the bottom of each tower base tower 231. At the same time, the horizontal reinforcing layer 234 of the inner ring platform built on the tower base truss 232 at the bottom of the central tower 3 is radially connected to the dome structure and is connected to the middle ring building complex 22 and the outer ring building complex 21 as a whole, effectively improving the lateral stiffness of the central tower 3, especially the lateral stiffness of the horizontal reinforcing layer 234 of the inner ring platform, which serves as the base of the central tower 3.

[0061] like Figure 1 As shown, the central tower 3 includes a tower area and a mast area 34. The tower area is a rotating structure, and the mast area 34 is located at the top of the tower area. The tower area, from bottom to top, includes the lower section 31, the middle section 32, and the upper section 33. Among them, the upper section 33 and the mast area 34 are uninhabited areas.

[0062] The tower area includes vertical support units, horizontal support units, and cross support units; the vertical support units are arranged circumferentially, the horizontal support units are arranged axially, and the vertical support units are interwoven with the horizontal support units to form the giant lattice structure of the tower area; the cross support units are spirally coiled and connected to the giant lattice structure of the tower area.

[0063] Specifically, vertical support units 312 are evenly distributed around the perimeter of the low zone 31 of the tower, and multiple horizontal support units are arranged along the height direction. The horizontal support units and the vertical support units 312 together form a grid structure for the low zone of the tower. Cross supports 314 are continuously arranged on the facade of the grid structure. The combination of the grid structure and the cross supports 314 can improve the lateral stiffness of the central tower 3 structure. Multi-layer low zone floor beams 311 are set within the grid structure, forming a functional floor structure.

[0064] Specifically, vertical support units 323 and horizontal support units are evenly distributed along the perimeter of the central section 32 of the tower. The vertical support units 323 include the central core tube 322. The horizontal support units and vertical support units 323 together constitute the central grid structure of the tower. Continuous cross bracing 328 is arranged on the facade of the central grid structure. The central grid structure and cross bracing 328 can improve the lateral stiffness of the central tower 3 structure. The horizontal support units include multi-layered central floor beams 321, which can form functional floor structures.

[0065] Specifically, the high-rise section 33 of the tower includes high-rise horizontal support units, high-rise vertical support units, and high-rise cross supports 334, forming the overall frame structure of the high-rise section 33. The high-rise horizontal support units include multi-story high-rise floor beams 331, forming a floor structure with equipment usage functions.

[0066] Specifically, the mast section 34 is located on the horizontal support unit at the top of the tower section and adopts a truss column or lattice column structure.

[0067] The vertical support unit of the tower area includes the tower outer tube that runs through the tower area, and the generatrix of the tower outer tube is a smooth curve. Preferably, the generatrix of the tower outer tube is a part of a hyperbola.

[0068] like Figure 12 As shown, the low zone 31 of the tower includes a low zone horizontal support unit, a low zone vertical support unit 312, and a low zone cross support 314.

[0069] Combination Figure 4 , Figure 12 and Figure 13 As shown, specifically, the horizontal support unit of the lower zone 31 of the tower is a giant steel truss structure, including multiple lower zone floor beams 311 and lower zone horizontal truss layers 313. The lower zone floor beams 311 are matched with the floor height, and adjacent lower zone horizontal truss layers 313 are set with several lower zone floor beams 311 spaced apart.

[0070] Specifically, the low-zone vertical support unit 312 of the low zone of the tower includes the low-zone truss column inner tube 315, the low-zone truss column outer tube 316, the low-zone truss column 317, and the low-zone two-way beam 318.

[0071] The inner tube 315 of the low-zone truss column is located inside the outer tube 316 of the low-zone truss column and is arranged parallel to the outer tube 316. The outer tube 316 of the low-zone truss column is part of the outer tube of the tower, specifically the lower part of the outer tube of the tower.

[0072] Combination Figure 4 and Figure 12 As shown, the same number of low-zone truss columns 317 are correspondingly arranged along the generatrix on the inner cylinder 315 and outer cylinder 316 of the low-zone truss column. Preferably, in embodiment 3, the low-zone truss columns 317 on the low zone 31 of the tower are arranged in groups, specifically, every two low-zone truss columns 317 form a truss column group; the truss column groups are correspondingly and circumferentially distributed on the inner cylinder 315 and outer cylinder 316 of the low-zone truss column. The corresponding low-zone truss columns 317 on the inner cylinder 315 and outer cylinder 316 of the low-zone truss column are connected by low-zone bidirectional beams 318. The inner cylinder 315, outer cylinder 316, tower truss columns 317 of the truss column groups, and corresponding low-zone bidirectional beams 318 together enclose a low-zone vertical support unit 312. Multiple low-zone vertical support units 312 are spaced apart from each other and are evenly distributed circumferentially on the facade of the low-zone 31 of the tower. The low-zone vertical support units 312 share the low-zone truss column inner tube 315 and the low-zone truss column outer tube 316.

[0073] Specifically, the low-zone cross bracing 314 is composed of cross bracing, which is connected end to end and spirally wound around the outer tube 316 of the low-zone truss column.

[0074] like Figure 13 As shown, in the preferred embodiment 3, the low-zone cross bracing 314 is bidirectional, multiple, and spirally coiled around the outer cylinder 316 of the low-zone truss column.

[0075] In a further preferred embodiment, in Example 3, the low-zone cross support 314 uses 8 bidirectional cross supports, totaling 16 cross supports, as the low-zone cross support 314.

[0076] Further preferably, the cross bracing of the low zone cross bracing 314 adopts round steel pipe or box-shaped steel components.

[0077] In the lower section 31 of the tower, the horizontal truss layer 313 is equivalent to a ring truss beam, and the vertical support unit 312 is equivalent to a vertical rib. The horizontal truss layer 313 and the vertical support unit 312 intertwine to form the lower grid tower base skeleton of the lower section 31, which can enhance the overall structure. The lower floor beams 311 are set between the horizontal truss layers 313 and are connected to the vertical support unit 312 and the cross bracing 314, further enhancing the structural strength of the lower section 31 of the tower.

[0078] Located on the periphery of the lower section 31 of the high tower, a lower section tower is constructed at the lower section floor beam 311.

[0079] The grid size of the low-level floor beam 311 matches the floor height of the low-level tower, and the low-level floor beam 311 cantilevered inward to form an inner ring passage. The perimeter of the surrounding low-level tower, used as living rooms, can obtain good lighting and views.

[0080] At intervals or layer by layer, the low-level horizontal truss layer 313 features a central platform that serves as a central shared hall, a transfer platform during construction, and a construction platform for the graded hoisting of high-altitude, long-distance components and the graded pumping of concrete. The uppermost part of the low-level layer 31 of the high tower has an inner ring platform horizontal reinforcement layer 234. This inner ring platform horizontal reinforcement layer 234 also forms the foundation of the lowest part of the central high tower 3.

[0081] like Figure 11 As shown, during construction, as the height of the tower increases, the effective working surface of the low-zone horizontal truss layer 313 becomes smaller, no longer providing a sufficiently large platform for the installation of construction equipment and construction operations. At this point, an outer edge transition platform can be set outside the low-zone 31 of the tower. Optionally, the outer edge transition platform outside the low-zone 31 is located at the intersection of the low-zone horizontal support unit and the low-zone vertical support unit 312. Preferably, the outer edge transition platform outside the low-zone 31 is located at the intersection of the low-zone horizontal truss layer 313 and the low-zone vertical support unit 312, that is, on the tower base skeleton node of the central tower 3 in the low-zone grid.

[0082] Combination Figure 18 and Figure 5 As shown, the middle section 32 of the tower is built on the upper part of the lower section 31 of the tower, and is specifically connected to the uppermost horizontal truss layer 313 of the lower section 31.

[0083] like Figure 18 As shown, specifically, the central area 32 of the tower includes a central area horizontal support unit, a central area vertical support unit 323, and a central area cross support unit 328.

[0084] The horizontal support unit in the central zone includes the central zone floor beam 321.

[0085] The central vertical support unit 323 includes a central core tube 322, a central truss column inner tube 326, a central truss column outer tube 325, a central truss column 327, and a central two-way beam 324.

[0086] Specifically, the central core tube 322 is located inside the central truss column inner tube 326, and a grid-arranged bidirectional core tube beam is installed inside the central core tube 322.

[0087] The central truss columns 327 are circumferentially distributed on the inner tube 326 and outer tube 325 of the central truss columns, and the central bidirectional beams 324 are set between the corresponding central truss columns 327 on the inner tube 326 and outer tube 325 of the central truss columns.

[0088] Preferably, the outer tube 325 of the central truss column is part of the outer tube of the tower, specifically the middle part of the outer tube of the tower, and is an extension of the outer tube 316 of the lower truss column. The inner tube 326 of the central truss column is located at the extension position of the inner tube 315 of the lower truss column in the lower section 31 of the high tower; the central truss column 327 is located at the extension position of one of the lower truss columns 317 in the same position in the truss column group of the lower section 31 of the high tower; since the truss column group of the lower section 31 of the high tower is circumferentially uniformly distributed, the central truss column 327 is axially uniformly distributed on the outer tube 325 and the inner tube 326 of the central truss column. Correspondingly, the central two-way beam 324 is set on the inner tube 326 and the outer tube 325 of the central truss column, and is also axially uniformly distributed.

[0089] Specifically, the middle zone truss column 327 is connected to the corresponding lower zone truss column 317 via the lower zone horizontal truss layer 313 located at the top of the lower zone 31 of the high tower; the middle zone bidirectional beam 324 is connected to the corresponding lower zone bidirectional beam 318 via the lower zone horizontal truss layer 313 located at the top of the lower zone 31 of the high tower.

[0090] Specifically, the central cross-bracing unit 328 is composed of cross bracing, which is connected end to end and spirally wound around the outer cylinder 325 of the central truss column.

[0091] Preferably, in Embodiment 1, the central cross bracing 328 is bidirectional, multiple, and spirally coiled around the outer cylinder 325 of the central truss column.

[0092] In a further preferred embodiment, in Example 1, the central cross support 328 uses two cross supports in each direction, for a total of four cross supports 328.

[0093] In a further preferred embodiment, the four cross supports of the central cross support 328 are formed by extending upwards from the four cross supports that are at equal intervals among the 16 cross supports in the lower section 31 of the high tower.

[0094] like Figure 5As shown, the outer tube 325 of the central tower, the inner tube 326 of the central truss column, two adjacent two-way beams 324 of the central area, and four central truss columns 327 at the four vertices together enclose a central vertical support unit 323. Multiple vertical support units 323 are arranged circumferentially and continuously. The central vertical support units 323 and the central floor beams 321 form the central grid tower base skeleton. Multiple vertical support units 323 share the central truss column outer tube 325 and the central truss column inner tube 326.

[0095] The central tower (section 32) can still be constructed using the central tower grid base framework. The diameter of the central tower is similar to that of a typical supertall building. The area surrounding the central tower will house residential and office spaces, which will benefit from ample natural light.

[0096] Combination Figure 19 and Figure 6 As shown, the high section 33 of the tower adopts a truss column plus spiral support cylinder structure, including high section horizontal support unit, high section vertical support unit and high section cross support 334.

[0097] The high-level horizontal support unit includes the high-level floor beam 331.

[0098] The high-zone vertical support unit includes the high-zone truss column outer tube 332, the high-zone truss column 333, and the high-zone cross bracing 334 spirally coiled around the high-zone truss column outer tube.

[0099] Preferably, the high-zone truss column outer tube 332 is part of the tower outer tube, specifically the upper part of the tower outer tube, and is an extension of the middle-zone truss column outer tube 325.

[0100] Preferably, the high-zone truss column 333 is connected to the corresponding mid-zone truss column 327 via the mid-zone floor beam 321 located at the top of the mid-zone 32 of the tower. The high-zone truss columns 333 are evenly distributed around the circumference of the high-zone truss column outer cylinder 332.

[0101] Preferably, in embodiment 1, the high tower high zone 33 adopts two bidirectional, one-on-one, totaling two high zone cross supports 334, which are spirally coiled on the high zone truss column outer cylinder 332.

[0102] In a further preferred embodiment, the two cross supports of the high-zone cross support 334 are formed by two of the four cross supports in the middle zone 32 of the high tower extending upwards at intervals.

[0103] The high-rise vertical support unit and the high-rise floor beam 331, which serves as the high-rise horizontal support unit, together constitute the high-rise grid tower base skeleton.

[0104] The high-rise tower (section 33) can still be constructed using the high-rise grid tower base framework. The diameter of the high-rise tower is smaller than that of ordinary supertall buildings, resulting in lower lateral structural stiffness. Controlling lateral displacement under wind loads is very costly, making it unsuitable for residential use. It can be used for functions such as wind power generation, with tourism and sightseeing facilities at the top. Without an enclosure structure, the structural openness helps reduce wind resistance and structural weight.

[0105] Combination Figure 1 and Figure 7 As shown, mast section 34 employs a truss or lattice column structure for implementing telecommunications transmission and monitoring of temperature, sunshine, and air quality. A high-point marker can be installed at the highest point, along with lightning protection devices.

[0106] The central tower 3 of this invention, a kilometer-class super high-rise tower, adopts a building shape that is larger at the bottom and smaller at the top, strictly controlling the height-to-width ratio of the floors in use. The height-to-width ratio gradually increases from top to bottom, and the height-to-width ratio H / B at the lower section 31 of the tower is no greater than 5. This effectively reduces the windward area and significantly reduces wind load and seismic effects. The main body of the central tower 3 is made of steel, with the upper section 33 and mast section 34 employing a high-efficiency mega-truss-support system steel structure. The materials used in the structure of the central tower 3 can significantly reduce the structural weight, shorten the natural vibration period, and effectively control wind vibration response.

[0107] The so-called kilometer-class super high-rise tower refers to the central tower 3, which has a height exceeding 1000m.

[0108] like Figure 2 As shown, the lower outer perimeter of the central tower 3 of the present invention can be connected to the ground foundation through a grounded cross-woven cable net structure 5 to further increase the lateral stiffness of the kilometer-level super high-rise tower.

[0109] Specifically, the upper end of the grounding cross-braided cable net structure 5 is connected to the upper outer edge of the tower base truss 232, and the lower end of the grounding cross-braided cable net structure 5 is connected to the ground, specifically located on a circle concentric with the central tower 3 on the ground. The grounding cross-braided cable net structure 5 is smoothly connected to the central tower 3.

[0110] The ring structure is connected as a whole, which can effectively improve the lateral stiffness of the central tower base.

[0111] like Figure 1 As shown, the tower base complex 23 is constructed on the foundation of the tower base building. The foundation of the tower base building includes a pile raft foundation 11 and an annular raft slab 12; the annular raft slab 12 is arranged around the pile foundation 113 of the tower base.

[0112] like Figure 9 and Figure 10As shown, in the preferred embodiment, the radial dimension of the annular raft slab 12 is much larger than the maximum planar dimension of the tower base 231 supported thereon, and the six tower bases 231, which are spaced far apart, are connected to a single pile foundation. The tower base pile foundation 113 is not only located below the tower base 231, but also below the entire annular raft slab 12, thus increasing the effective pile area and enabling it to bear a greater load. Simultaneously, this effectively enhances the overall strength of the tower base complex 23.

[0113] The base of the tower complex 23 utilizes an annular raft foundation 12, which is equivalent to constructing a continuous foundation beam. This annular foundation 12 breaks away from the traditional practice of having independent pile-raft foundations for adjacent building structures located far apart. The continuous foundation beam of the annular raft foundation 12 can distribute concentrated loads across the entire annular pile cap, allowing for a larger pile area and increasing the bearing capacity of the foundation. By having a pile area much larger than the projected area of ​​the tower body 231, the problem of a single raft foundation area being insufficient to meet the pile requirements under the lower section 31 of the high tower can be solved, overcoming the problem of insufficient foundation bearing capacity and providing a completely new approach for significantly increasing building height.

[0114] Example 2:

[0115] A super high-rise building in a three-dimensional city.

[0116] The supertall buildings of the vertical city in Example 2 include the kilometer-level supertall towers of Example 1.

[0117] like Figure 3 As shown, specifically, the supertall buildings in the three-dimensional city include building foundations, a giant ring structure, the kilometer-level supertall tower of Example 1, and a dome structure. Among them, the main structure of the kilometer-level supertall tower in Example 1 is the central tower 3; the giant ring structure in Example 2 includes the tower base of the kilometer-level supertall tower in Example 1, namely, the tower base building complex 23, the tower base pile foundation 113, and the ring-shaped raft slab 12 in Example 1.

[0118] Example 2 defines a super high-rise building in a three-dimensional city as a high-rise building with a height exceeding 1000m; the giant ring structure refers to a ring structure with a minimum inscribed circle diameter of not less than 200m.

[0119] The multiple giant ring structures of a supertall building can be circular or other arbitrary shapes, and can be multiple non-intersecting closed structures.

[0120] Preferably, the multiple giant ring structures of the super high-rise building are respectively set on different rings of a set of concentric rings.

[0121] In a further preferred embodiment, multiple giant ring structures of the super high-rise building are respectively set on different circles of a set of concentric rings.

[0122] Each ring includes multiple tower bodies arranged circumferentially and a ring truss; the ring truss is arranged around the top of the multiple tower bodies arranged on the ring. Preferably, the multiple tower bodies on each ring are evenly distributed circumferentially.

[0123] Each ring truss can be used to construct a circular public space. Within the environmentally controllable space, horizontal, vertical, inclined, or even spiral passageways can be set up as public spaces along the main structure of the tower and ring trusses to realize a three-dimensional urban network of interconnected traffic and evacuation routes. Preferably, the passageways are symmetrically arranged.

[0124] Preferably, the towers on the same ring have the same height, and the ratio of the difference in radius between adjacent rings to the difference in height of the towers on the two rings is greater than 1. From the inside to the outside, the line connecting the tower heights on the same radius is a streamlined curve, and it smoothly connects with the generatrix of the central tower 3.

[0125] like Figure 3 As shown, the dome structure of the super high-rise building is set between the ring trusses, forming a three-dimensional roof.

[0126] Preferably, the giant ring structure on the central ring of the supertall building also has multiple structural transfer layers in the vertical direction. Each structural transfer layer includes a ring-shaped transfer truss and a transfer platform. The transfer platform is built on the corresponding ring-shaped transfer truss. The structural transfer layer also serves as a work platform during construction, allowing building materials and components to be hoisted from the ground to the transfer platform for installation using a tower crane. Simultaneously, the structural transfer layer distributes the vertical load of the giant ring structure on the central ring to the base of the towers on the lower central rings, which helps to balance and control the vertical load borne by each supertall building. The structural transfer layer also serves as a transfer platform for the giant ring structure on the central ring, as well as a large space for multiple functions such as commercial use, catering, and personnel gathering.

[0127] Preferably, the giant ring structure of Embodiment 2 has a total of three layers, and the three layers of giant ring structure are arranged in a concentric circle manner.

[0128] like Figure 3 As shown, the giant ring structure of the three-dimensional urban supertall building in Embodiment 2 includes an outer ring building complex 21, a middle ring building complex 22, and a tower base building complex 23. Each ring includes its own tower body and ring truss. Each ring truss is arranged on the top of the tower body arranged on the corresponding ring.

[0129] like Figure 14 As shown, preferably, the mid-plane of each ring truss is coplanar with the mid-plane of the ring tower body.

[0130] like Figure 3As shown, the outer ring building complex 21 includes an outer ring tower body 211 and an outer ring truss 212; the middle ring building complex 22 includes a middle ring tower body 221 and a middle ring truss 222; and the tower base building complex 23 includes a tower base tower body 231 and a tower base truss 232.

[0131] Specifically, in embodiment 2, the outer ring tower body 211, the middle ring tower body 221, and the base tower body 231 each include multiple towers. Optionally, the towers can be one or more of the following shapes: circular, trapezoidal, fan-shaped, and others.

[0132] Preferably, the multiple towers on the outer ring tower 211, the middle ring tower 221, and the base tower 231 are evenly distributed circumferentially and have the same height. The towers on the base tower 231, the middle ring tower 221, and the outer ring tower 211 decrease in height from the inside out, and the radius difference between the middle ring building complex 22 and the base building complex 23 is greater than the height difference between the base tower 231 and the middle ring tower 221, and the radius difference between the outer ring building complex 21 and the middle ring building complex 22 is greater than the height difference between the middle ring tower 221 and the outer ring tower 211.

[0133] The number of towers contained in the base tower 231, the middle ring tower 221, and the outer ring tower 211 gradually increases from the inside to the outside.

[0134] Preferably, the number of towers increases proportionally from the inside out.

[0135] In a further preferred embodiment, the number of towers increases proportionally from the inside out at a ratio of 1:2.

[0136] In a further preferred embodiment, two towers are symmetrically arranged on a diameter line for the outer ring building complex 21, the middle ring building complex 22, and the tower base building complex 23.

[0137] like Figure 15 As shown in Example 2, six towers are evenly distributed around the circumference of the preferred tower base building complex 23.

[0138] like Figure 16 As shown in Example 2, 12 towers are evenly distributed around the circumference of the central ring building complex 22.

[0139] like Figure 17 As shown in Example 2, 24 towers are evenly distributed around the outer ring of the building complex 21.

[0140] Specifically, such as Figure 3 As shown, the height of the towers on the outer ring building complex 21, the middle ring building complex 22, and the tower base building complex 23 increases from the outside to the inside.

[0141] Each tower consists of a tower and a core tube. A ring-shaped truss is erected on top of the core tube within the same ring.

[0142] Specifically, Figure 8 The diagram shows a partial mid-section structure of the flattened tower base complex 23, including the tower base tower body 231 and the tower base truss 232. The tower base tower body 231 includes an inner ring tower and an inner ring tower core tube 233. The inner ring tower core tube 233 is located at the center of the inner ring tower. Both the inner ring tower core tube 233 and the inner ring tower are connected to the annular raft slab 12.

[0143] The top of the inner ring tower core tube 233 is higher than the tower body 231 of the tower base; the tower base truss 232 connects the tops of all the inner ring tower core tubes 233 on the same ring through a ring truss structure. The inner ring tower core tube 233 and the tower base truss 232 form an integral whole on the tower body 231 of the tower base, together with the annular raft slab 12 and the tower base pile foundation under the annular raft slab 12, to form the tower base of the upper central tower 3.

[0144] Similarly, the Central Building Complex 22 includes the Central Truss 222 and the Central Tower 221. The Central Tower 221 includes the Central Tower Core and the Central Tower. The Central Tower Core is located inside the Central Tower. The Central Truss 222 connects the tops of all the Central Tower Cores on the same ring at the top of the Central Tower 221, thus forming a whole. The foundation of this part is the Central Pile Foundation 112 under each Central Tower 221.

[0145] Similarly, the outer ring building complex 21 includes an outer ring truss 212 and an outer ring tower body 211. The outer ring tower body 211 includes an outer ring tower core tube and an outer ring tower. The outer ring tower core tube is located inside the outer ring tower. The outer ring truss 212 connects the tops of all the outer ring tower core tubes on the same ring at the top of the outer ring tower body 211, thus forming a whole. The foundation of this part is the outer ring pile foundation 111 under each outer ring tower.

[0146] The foundation of the super high-rise building in Example 2 includes a pile-raft foundation 11 and an annular raft slab 12. The pile-raft foundation 11 includes an outer ring pile foundation 111, a middle ring pile foundation 112, and tower foundation pile foundations 113. The annular raft slab 12 is arranged around the tower foundation pile foundations 113 at the bottom of the tower base 231. The difference in the circumference of the annular raft slab 12 is greater than the maximum circumscribed circle diameter of the tower base 231. The tower foundation pile foundations 113 are evenly distributed on the annular raft slab 12, and the tower foundation pile foundations 113 have different pile lengths. The tower foundation pile foundations 113 located below the tower base 231 are longer, while the tower foundation pile foundations 113 located at the edge of the annular raft slab 12 are shorter.

[0147] The outer ring pile foundation 111 and the middle ring pile foundation 112 are determined by the height of the tower body on the pile foundation. They can be ordinary pile foundations, or, as in the case of the tower foundation building complex 23, an annular raft foundation is set under the annular raft foundation, and then ordinary pile foundations are constructed under the annular raft foundation. Preferably, in Embodiment 2, the outer ring pile foundation 111 and the middle ring pile foundation 112 are ordinary pile foundations.

[0148] Preferably, in Embodiment 2, the outer ring truss 212 and the middle ring truss 222 are cross-woven spoke structures, and the tower base truss 232 is a ring truss structure.

[0149] like Figure 11 As shown, preferably, an inner ring platform horizontal reinforcement layer 234 is constructed attached to the tower base truss 232. The inner ring platform horizontal reinforcement layer 234 can serve as a central shared hall and also as a transfer platform during construction.

[0150] Optionally, a multi-story tower can be constructed above the central truss 222, allowing the central tower body 221 to protrude from the dome structure.

[0151] Similarly, a multi-story tower can be built on top of the outer ring truss 212, allowing the outer ring tower body 211 to protrude from the dome structure.

[0152] like Figure 3 As shown, the supertall building of the three-dimensional city in Embodiment 2 may also include a dome structure, which includes a roof cable net unit 41 and an inflatable membrane unit 42. The roof cable net unit 41 connects to the outer edge of the adjacent ring truss, and the inflatable membrane unit 42 covers the roof cable net unit 41.

[0153] Specifically, the roof cable net unit 41 includes an outer annular cross-woven cable net and an inner annular cross-woven cable net. Specifically, the inner annular cross-woven cable net is located between the tower base truss 232 and the middle ring truss 222; the outer annular cross-woven cable net is located between the middle ring truss 222 and the outer ring truss 212.

[0154] Preferably, the outer annular cross-woven cable net and the inner annular cross-woven cable net are cross-woven single-layer cable structures.

[0155] In a cross-braided single-layer cable, the crossing cables are not perpendicular to each other, and a double-layer cable clamp is used at the intersection of the two cables.

[0156] Different double-layer cable clamps can be used to accommodate intersections of steel cables at any angle. A double-layer cable clamp consists of a clamp base plate, an upper clamp cover plate, a lower clamp cover plate, and bolts. Double-layer cable clamps are small in size, simple in construction, low in manufacturing cost, and provide excellent fastening of two angled steel cables.

[0157] The roof cable net unit 41 is connected to the surrounding ring-shaped integrated structure. Its function is equivalent to the guy rope (roof cable net unit 41) of the tower mast structure (central tower 3), connecting multiple giant ring structures into a whole, which can effectively improve the lateral stiffness of the central tower base.

[0158] Preferably, the inflatable membrane unit 42 uses ETFE inflatable membrane (ethylene-tetrafluoroethylene copolymer). On the one hand, ETFE inflatable membrane is lightweight, has good light transmittance, high strength, strong impact resistance, and good thermal insulation performance, which can meet the natural light requirements of the vertical city, resulting in good energy-saving effect and protecting the internal environment of the vertical city; on the other hand, ETFE inflatable membrane does not drip when burning and is self-extinguishing, which is beneficial to the fire safety of the vertical city. In addition, the roof cable net unit 41 of the adjacent annular truss is higher on the inside and lower on the outside, which is beneficial to roof drainage.

[0159] The dome structure adopts a shape that is larger at the bottom and smaller at the top, which is beneficial for reducing the wind resistance area of ​​the three-dimensional city, reducing the impact of wind load, and increasing the lateral stiffness of the three-dimensional city structure.

[0160] Example 3:

[0161] A three-dimensional city.

[0162] The main structure of a three-dimensional city in Example 3 includes the super high-rise building of the three-dimensional city in Example 2, which is the skeleton of the three-dimensional city.

[0163] The supertall building of the three-dimensional city in Example 2 includes a building foundation, a giant ring structure, a kilometer-level supertall tower as in Example 1, and a dome structure. Among them, the main structure of the kilometer-level supertall tower in Example 1 is the central tower 3.

[0164] like Figure 3 The illustration shows a supertall building in a three-dimensional city, as shown in Example 2. Example 3 features a massive dome structure that can cover a three-dimensional urban block, creating an environmentally controllable space. This environmentally controllable space can integrate residential, office, commercial, hotel, and tourism functions, forming an artificial climate environment and enabling the construction of numerous public spaces such as roads, green spaces, and rivers.

[0165] The above are merely preferred embodiments of the present invention, but the scope of protection of the present invention is not limited thereto. Any variations or substitutions that can be easily conceived by those skilled in the art within the technical scope disclosed in the present invention should be included within the scope of protection of the present invention. Furthermore, any equipment equipped with this device to expand its application field and produce combined technical effects falls within the scope of protection of this invention.

Claims

1. A kilometer-scale super high-rise tower, characterized in that, The central high tower and a tower base; the central high tower is arranged on the tower base; the tower base is provided with a ring foundation; The central high tower comprises a tower block area and a mast area; the mast area is arranged above the tower block area; The tower block area is provided with interactively connected vertical support units, horizontal support units and facade support units; the vertical support units connect the horizontal support units to form a tower block area mega lattice structure; the facade support units are spirally wound and connected on the tower block area mega lattice structure; the vertical support units comprise a tower block outer cylinder; The tower base comprises a tower base building foundation and a tower base building group; the top of the tower base building group is provided with a tower base truss; the tower base building foundation comprises a tower base pile foundation and a ring raft; the tower base building group is arranged on the ring raft; the ring raft is arranged around the tower base pile foundation; the central high tower is arranged on the tower base truss; the height-width ratio of the central high tower gradually increases from top to bottom; the height-width ratio of the low area of the central high tower is not greater than 5; The kilometer-level super high-rise tower refers to the central high tower with a height of more than 1000m; The huge load of the central high tower is transmitted to the multiple tower base tower bodies arranged in a ring on the tower base building group through the tower base truss; the tower base pile foundation is arranged at the lower part of each tower base tower body; the lower part of the central high tower is connected to the inner ring platform horizontal strengthening layer and the dome structure radially connected in a ring by the tower base truss; the central high tower is connected to the middle ring building group and the outer ring building group as a whole.

2. The kilometric super high-rise tower according to claim 1, characterized in that, The tower block area comprises a low area, a middle area and a high area arranged in sequence from low to high; the low area is arranged on the tower base truss.

3. The kilometric super high-rise tower according to claim 2, characterized in that, The horizontal support units are divided into low area horizontal support units, middle area horizontal support units and high area horizontal support units; the vertical support units are divided into low area vertical support units, middle area vertical support units and high area vertical support units; the facade support units are divided into low area facade support, middle area facade support and high area facade support.

4. The kilometric super high-rise tower according to claim 3, characterized in that, The low area horizontal support units comprise low area floor beams and low area horizontal truss layers; the adjacent low area horizontal truss layers are arranged with multiple low area floor beams therebetween; the low area floor beams are cantilevered inward to form an inward ring-shaped channel and are arranged in a ring to form a low area tower.

5. The kilometric super high-rise tower according to claim 4, characterized in that, The low area vertical support units comprise a low area support inner cylinder, a low area support outer cylinder, low area steel pipe columns and low area reinforcing ribs; the low area support inner cylinder is arranged in parallel in the low area support outer cylinder; the same number of low area steel pipe columns are arranged on the low area support inner cylinder and the low area support outer cylinder; the low area steel pipe columns on the low area support inner cylinder and the low area support outer cylinder are provided with low area reinforcing ribs.

6. The kilometric super-high-rise tower according to claim 5, characterized in that, The low area facade support is composed of cross inclined rods; the cross inclined rods are connected end to end and spirally wound on the low area support outer cylinder.

7. The kilometric super-high-rise tower according to claim 6, characterized in that, The middle area horizontal support units comprise middle area floor beams; the middle area vertical support units comprise a middle area core cylinder, middle area truss columns and middle area reinforcing ribs.

8. The kilometric super-high-rise tower according to claim 7, characterized in that, The high zone horizontal support unit comprises a high zone floor beam, a high zone support outer cylinder, a high zone steel pipe column and a high zone facade support; the high zone steel pipe column is uniformly distributed on the high zone support outer cylinder in the axial direction, the high zone support outer cylinder is an extension of the middle zone support outer cylinder, and the high zone facade support is an extension of part of the middle zone facade support.

9. The kilometric super-high-rise tower according to any of claims 1 to 8, characterized in that, The mast zone is arranged on the horizontal support unit at the top of the tower zone, and the mast zone adopts a steel pipe column or a lattice column structure.

10. A three-dimensional urban super high-rise building, characterized in that, The kilometer-level super-high-rise tower comprises a tower zone and a mast zone.

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