Novel super high-rise building structure
Through the combined structure of fishbone reinforced concrete columns and giant frames combined with external support cylinders, the anti-side cylinder body is abolished, which solves the space and lighting problems of high-rise and super-high-rise buildings, and achieves the improvement of the lateral resistance and economic performance of the structure.
Patent Information
- Application Number
- CN202510780063.1
- Authority / Receiving Office
- CN · China
- Patent Type
- Applications(China)
- Current Assignee / Owner
- Filing Date
- 2025-06-12
- Publication Date
- 2025-07-25
AI Technical Summary
In high-rise and super-high-rise buildings, the layout of the central core cylinder causes the anti-lateral rigid center and the center of mass of the floor to not overlap, causing torsion and deformation, affecting the structural anti-lateral performance, and cannot meet the needs of large space and lighting, and the floor core cylinder limits the creativity and vision of the building.
The combined structure of fishbone reinforced concrete columns, giant frames and external support cylinders is adopted, and the main anti-sided cylinder body is abolished. The outer support cylinder is used as the only anti-sided cantilever member, combined with the gravity column structure, the tower space and lighting are maximized.
It has achieved a large space without a cylinder at the bottom of high-rise and super-high-rise buildings, with excellent lateral resistance, wide field of view, and good structural economy, avoiding cylinder blocking and additional strengthening measures, and reducing cost.
Smart Images
Figure CN120367296A_ABST
Abstract
Description
Technical Field
[0001] The present invention relates to a building structure, and in particular to a novel super high-rise building structure for high-rise and super high-rise building structures. Background Art
[0002] Wind loads and seismic actions are the most important determining factors in the design of high-rise and super high-rise building structures. In order to improve the ability of high-rise and super high-rise buildings to resist wind and seismic actions while bearing vertical loads such as their own weights, high-rise and super high-rise office buildings often need to utilize vertical traffic cores to set up tube sub-structures with excellent lateral resistance. The positions of the tubes in the standard floor plan of the tower are centered arrangement, eccentric arrangement, and external arrangement; among them, the centered arrangement of the tubes forming the core tube is the most common. The existence of the centered core tube, although it can endow high-rise and super high-rise buildings with relatively excellent wind resistance and seismic resistance, cannot meet the requirements of a large office area space without partitions on the entire floor. The eccentric arrangement and external arrangement of the tubes will first block the lighting and view of the large space office area on one side of the arrangement. Secondly, it often causes the lateral stiffness center of the tower to not coincide with the mass center of the floor, and thus leads to torsional deformation of the tower under wind loads and seismic actions, which is extremely unfavorable for the exertion of the lateral resistance performance of the structure; excessive torsional deformation will affect the ductility of the structure, is not conducive to energy dissipation of the structure, and is particularly unfavorable for the structure to resist large earthquakes and super large earthquakes. For this reason, usually some strengthening measures are required to improve the torsional stiffness of the eccentric tube structure and the external tube structure.
[0003] Since the tube is not only the load-bearing structure of high-rise and super high-rise buildings, but also the main source of its horizontal lateral stiffness. The tube is subjected to large and complex forces and is a key component in the design of the tower structure of high-rise and super high-rise buildings. For this reason, in the past, the tube structures of high-rise and super high-rise buildings often needed to be grounded, passed through the basement and extended to the foundation. For example, converting the tube at the bottom floor of the tower not only easily forms a weak layer, which affects the seismic performance of the structure, but also brings high costs. On the other hand, the grounded core tube greatly restricts the creativity of the designers, and the designed building cannot meet the requirements of a large space and an open overhead layer at the bottom. The openness of the public space view is also blocked by the grounded tube, and the design effect is greatly reduced. In addition, for high-rise and super high-rise buildings spanning public spaces such as municipal roads and subways, in order to ensure the public space or to coordinate with the surrounding environment, the grounded core tube is prohibited. Summary of the Invention
[0004] The purpose of the present invention is to provide a novel super high-rise building structure, and the technical problem to be solved is to meet the requirements of a large space without a tube at the bottom of high-rise and super high-rise buildings, with all four sides completely open, and to meet the requirements of a large space on the standard floor of high-rise or super high-rise towers.
[0005] To solve the above problems, the present invention adopts the following technical solutions: A novel super high-rise building structure, the building structure includes a fishbone-shaped reinforced concrete column, a mega-frame, and an external support tube arranged in sequence from bottom to top. The fishbone-shaped reinforced concrete columns are arranged at the four corners of the mega-frame and are fixedly connected to the bottom of the mega-frame. Between two adjacent fishbone-shaped reinforced concrete columns, there is a steel reinforced concrete beam, and the two ends of the steel reinforced concrete beam are respectively connected to the bottom of the adjacent mega-frame and the fishbone-shaped reinforced concrete column.
[0006] Further, the external support tube includes frame columns, first cross-floor supports, second cross-floor supports, ring beams, and floor beams. The frame columns are distributed around a circle. Ring beams are arranged at intervals on the frame columns. Between the ring beams and the frame columns, floor beams are arranged between some of the ring beams. The first cross-floor support and the second cross-floor support are respectively obliquely arranged and connected between the upper and lower adjacent ring beams and the frame columns.
[0007] Further, the frame column includes a concrete-filled steel tube part and a steel structure part.
[0008] Further, when the building structure is provided with a non-through floor area and / or a through floor area, the first cross-floor support is arranged in the non-through floor area; the second cross-floor support is arranged in the through floor area.
[0009] Further, the mega-frame includes corner columns, side columns, horizontal bracings, diagonal bracings, lower chords, upper chords, diagonal web members, and vertical web members. The corner columns are arranged around the perimeter of the building structure. The side columns are arranged on both sides of each corner column. The lower ends of the side columns and the corner columns are connected to the fishbone-shaped reinforced concrete columns. The side columns are obliquely arranged. The upper ends of the side columns and the corner columns are connected to the lower end of the external support tube. The horizontal bracings are arranged at intervals between the side columns and the corner columns. The diagonal bracings are obliquely arranged at intervals in the space enclosed by the side columns, the corner columns, and the horizontal bracings. The two ends of the diagonal bracings are respectively connected to the intersection points where the side columns, the corner columns, and the horizontal bracings are connected. The upper chord and the lower chord are arranged between two opposite side columns and are connected thereto. The diagonal web members are arranged between the upper chord and the lower chord. One end of two adjacent diagonal web members is connected to the upper chord or the lower chord. The diagonal web member is connected to the upper chord and is also connected to the external support tube at the same time. The vertical web member is arranged between two diagonal web members, one end of which is connected to the intersection point of the two diagonal web members, and the other end is connected to the upper chord or the lower chord.
[0010] Further, the building structure further includes a gravity column structure arranged at the center inside the external support tube. The bottom of the gravity column structure extends vertically downward into the ground, and the top extends vertically upward to align with the top of the external support tube.
[0011] Further, the gravity column structure includes a gravity column, which is arranged around the center of the external support tube.
[0012] Furthermore, the gravity column structure further includes a steel ring beam, which is arranged at any position of the gravity column and is used for the floor where the vertical turning point of the gravity column is located.
[0013] Furthermore, the gravity column includes a concrete-filled steel tube part and a steel structure part.
[0014] Compared with the prior art, by providing an external support tube, high-rise and super high-rise building structures do not need to provide sub-structures such as tubes mainly for lateral resistance, maximizing, flexibilizing and centralizing the tower office space and maximizing daylighting; only a mega-frame is provided at the bottom of high-rise and super high-rise buildings, maximizing the openness at the bottom and maximizing the view. BRIEF DESCRIPTION OF THE DRAWINGS
[0015] Figure 1 is a three-dimensional schematic diagram of the present invention.
[0016] Figure 2 is a three-dimensional schematic diagram of the external support tube of the present invention.
[0017] Figure 3 is a schematic diagram of a typical structural unit forming the external support tube of the present invention.
[0018] Figure 4 is a developed schematic diagram of two of the side elevations of the external support tube of the present invention.
[0019] Figure 5 is a developed schematic diagram of the other two side elevations of the external support tube of the present invention.
[0020] Figure 6 is a schematic diagram of the elevation of the gravity column of the present invention.
[0021] Figure 7 is a three-dimensional schematic diagram of the mega-frame of the present invention.
[0022] Figure 8 is a schematic diagram of the elevation of the mega-frame of the present invention.
[0023] Figure 9 is Figure 7 a partial enlarged view of the label A in
[0024] Figure 10 is Figure 8 a partial enlarged view of the label B in
[0025] Figure 11 is Figure 10 a sectional view taken along the C-C direction in
[0026] Figure 12 is Figure 8 a partial enlarged view of the label D in
[0027] Figure 13is Figure 8 The enlarged partial view of the identification E in
[0028] Figure 14 is Figure 8 The enlarged partial view of the identification F in
[0029] Figure 15 is Figure 8 The enlarged partial view of the identification G in
[0030] Figure 16 is Figure 8 The enlarged partial view of the identification H in
[0031] Figure 17 is Figure 8 The enlarged partial view of the identification I in
[0032] Figure 18 is Figure 4 The enlarged partial view of the identification J in
[0033] Figure 19 is Figure 4 The enlarged partial view of the identification K in
[0034] Figure 20 is Figure 4 The enlarged partial view of the identification L in
[0035] Figure 21 is Figure 20 The sectional view of M - M in
[0036] Figure 22 is Figure 20 The sectional view of N - N in
[0037] Figure 23 is Figure 20 The sectional view of O - O in
[0038] Figure 24 is Figure 4 The enlarged partial view of the identification P in
[0039] Figure 25 is Figure 4 The enlarged partial view of the identification Q in
[0040] Figure 26 is Figure 4 The enlarged partial view of the identification R in Detailed implementation manners
[0041] The present invention will be further described in detail below with reference to the accompanying drawings and embodiments.
[0042] As shown in Figure 1 and Figure 2As shown in the figure, the present invention discloses a novel super high-rise building structure. The building structure (tower) mainly includes an external support tube 1, a mega-frame 2, a steel reinforced concrete ring beam 4, and a fishbone-shaped reinforced concrete column 5. Hereinafter, the cross-section of the building structure being rectangular will be taken as an example for illustration.
[0043] As Figure 2 , Figure 3 , Figure 4 and Figure 5 shown, the external support tube 1 is rectangular, having four faces. On each face, there are multiple frame columns 101. The frame columns 101 are connected into one body by welding or other means along their height directions. Between the multiple frame columns 101 on each face, there is a ring beam 104. The ring beams 104 are arranged at intervals along the height direction of the building structure. The ring beam 104 is a box-shaped ring beam. The ring beam 104 is connected to the frame column 101 by welding or other means. The ring beam is located at the top and bottom of each standard section of the external support tube 1 and is shared by adjacent upper and lower standard sections. Along the height direction of the building structure, between some of the ring beams 104, there is a floor beam 105 for supporting the floor slab. The floor beam 105 is arranged at the bottom of the floor slab. The two ends of the floor beam 105 are respectively fixed on two adjacent frame columns 101. The external support tube 1 also includes a first cross-story support 102 and a second cross-story support 103 with two different structures. The first cross-story support 102 is an H-shaped steel, which is inclined and arranged in the non-through-height floor area of the building structure, and its two ends are respectively connected and fixed to the intersection points of two adjacent left and right frame columns 101 and the ring beams 104 adjacent up and down at the same position. The second cross-story support 103 is a box-shaped steel, which is inclined and arranged in the multi-story through-height floor area of the building structure, and its two ends are respectively connected and fixed to the intersection points of two adjacent left and right frame columns 101 and the ring beams 104 adjacent up and down at the same position.
[0044] In the prior art, the external support tube 1 is composed of multiple standard sections, and the connection between them adopts the prior art. And the above-described structure is the structural system included in one standard section. The through-height floor mainly refers to the through-height terrace position that spans several floors in the building, and the non-through-height floor area refers to the ordinary floors where floor slabs are provided on each regular floor. The ring beam 104 is used to refer to the beam located at the top and bottom floors of the standard section of the external support tube 1, similar to a strengthened closed hoop made at the top and bottom of each standard section; the floor beam 105 refers to the floor beam on the floor where there is no ring beam.
[0045] From Figure 1 , Figure 2 and Figure 3 shown, the floor beam 105 is arranged between some of the ring beams 104, and the inclination directions of the first cross-story support 102 and the second cross-story support 103 can be the same or different.
[0046] In the present invention, the frame column 101 includes a steel tube concrete part and a steel structure part, wherein the steel tube concrete part is used for the middle and bottom floors of the building structure, and the steel structure part is used for the upper floors. In the prior art, the bottom generally refers to the floors that are 1 / 3 of the total number of floors of a super high-rise building, from bottom to top; the middle refers to the floors that are 1 / 3 of the total number of floors of a super high-rise building, located on the bottom floor, which is generally located on the middle floor of a super high-rise building; the upper floor refers to the floors that are 1 / 3 of the total number of floors of a super high-rise building, which is located on the middle floor. If a building has 90 floors, the bottom floor corresponds to the lower 30 floors, the middle corresponds to the middle 30 floors, and the upper floor corresponds to the upper 30 floors. The steel tube concrete part and the steel structure part can be connected into one by welding and other methods of the prior art.
[0047] like Figure 7 and Figure 8 As shown, the mega frame 2 includes corner columns 201, side columns 202, horizontal tie bars 203, oblique tie bars 204, lower chords 205, upper chords 206, oblique web bars 207, and vertical web bars 208. The corner columns 201 are arranged at the four corners of the building structure and are connected and fixed to the frame columns 101 located at the four corners. The side columns 202 are arranged on both sides of each corner column 201. The lower ends of the side columns 202 and the corner columns 201 are connected to the fishbone reinforced concrete columns 5 ( Figure 9 As shown in the figure, the angle limb column 201 and the side limb column 202 are put together and extend toward the basement. The fishbone reinforced concrete column 5 is L-shaped, which is composed of an L-shaped steel fishbone wrapped with reinforced concrete. The side limb column 202 and the angle limb column 201 are welded and fixed to the fishbone steel bars in the fishbone reinforced concrete column 5. The steel concrete beam 4 is arranged at the bottom of the adjacent angle limb column 201 and the side limb column 202, and is connected by welding to bear the horizontal thrust generated by the side limb column 202. The side limb column 202 tilts The side limb columns 202 on each face are symmetrically arranged, and the horizontal tie rods 203 are arranged between the side limb columns 202 and the corner limb columns 201 at intervals. The two ends of the horizontal tie rods 203 are respectively connected to the side limb columns 202 and the corner limb columns 201. The corner limb columns 201 and the side limb columns 202 are made of steel tube concrete. The two ends of the horizontal tie rods 203 are respectively welded and fixed to the corner limb columns 201 and the side limb columns 202 ( Figure 10 and Figure 12 As shown in the figure, the oblique tie rods 204 are arranged at an inclined interval in the space enclosed by the side limb column 202, the corner limb column 201 and the horizontal tie rod 203. The two ends of the oblique tie rod 204 are respectively connected to the intersection points of the side limb column 202, the corner limb column 201 and the horizontal tie rod 203. The lower end of the oblique tie rod 204 is welded and fixed to the horizontal tie rod 203 and the side limb column 202 at the lower end, and the upper end of the oblique tie rod 204 is welded and fixed to the horizontal tie rod 203 and the corner limb column 201 at the upper end (Figure 12 As shown in the figure, the upper chord 206 and the lower chord 205 are arranged between and connected to two opposite side limb columns 202. Two horizontal bracing rods 203 are respectively aligned with the upper chord 206 and the lower chord 205. The cross-sectional dimensions of the upper chord 206 and the lower chord 205 are preferably the same as those of the horizontal bracing rods 203 at the corresponding positions. The diagonal web members 207 are arranged between the upper chord 206 and the lower chord 205. One end of two adjacent diagonal web members 207 is connected to the upper chord 206 or the lower chord 205. While the diagonal web member 207 is connected to the upper chord 206, it is also connected to the frame column 101 at the corresponding position ( Figure 17 As shown in the figure, the vertical web member 208 is arranged between two diagonal web members 207. One end of it is connected to the intersection point of the two diagonal web members 207, and the other end is connected to the upper chord 206 or the lower chord 205.
[0048] In the present invention, the horizontal bracing rod 203 is a square steel pipe with reduced-diameter sections at both ends, such as conical (as Figure 11 shown). There are multiple horizontal bracing rods 203, which are successively the horizontal bracing rod 203B, the horizontal bracing rod 203A, and the horizontal bracing rod 203C from bottom to top. The horizontal bracing rod 203A is aligned with the lower chord 205, and the horizontal bracing rod 203C is aligned with the upper chord 206.
[0049] As Figure 10 and Figure 11 shown, in the present invention, both ends of the horizontal bracing rod 203B are welded and fixed to the corner limb column 201 and the side limb column 202 respectively.
[0050] As Figure 12 and Figure 13 shown, in the present invention, the areas of the upper and lower ends of the diagonal bracing rod 204 are larger than those of the remaining parts to meet the requirements of welding and fixing. The diagonal bracing rod 204 is a square steel pipe. As Figure 8 shown, the horizontal bracing rods 203 are arranged at intervals from bottom to top. Both ends of the horizontal bracing rod 203 are welded and fixed to the corner limb column 201 and the side limb column 202 respectively. The diagonal bracing rod 204 is arranged between two horizontal bracing rods 203. Specifically, as Figure 12 and Figure 13 shown, the upper end of the diagonal bracing rod 204A is welded and fixed to the horizontal bracing rod 203A and the corner limb column 201, and the lower end is welded and fixed to the horizontal bracing rod 203B and the side limb column 202.
[0051] As Figure 8 , Figure 14 , Figure 15 and Figure 16As shown, the horizontal bracing 203A is aligned with the lower chord 205. The two ends of the lower chord 205 are respectively welded and fixed to the opposite side limb columns 202 and one end of the horizontal bracing 203A. The horizontal bracing 203C that is aligned with the upper chord 206 and is arranged at the uppermost end is welded and fixed to the upper end of the diagonal bracing 204B. The two ends of the horizontal bracing 203C are also welded and fixed to the corner limb column 201 and the upper chord 206. The upper end of the side limb column 202 is welded and fixed to the horizontal bracing 203C and the upper chord 206.
[0052] As Figure 8 and Figure 17 shown, two diagonal web members 207 are arranged on each surface. The two diagonal web members 207 are symmetrically arranged on the left and right sides of the vertical web member 208, forming a triangle. The upper ends of the two diagonal web members 207 are both welded and fixed to the vertical web member 208 and the upper chord 205.
[0053] As Figure 15 , Figure 16 and Figure 17 shown, the number of the frame columns 101 is determined by the number of the welding points at the upper end of the mega-frame 2. That is to say, the number of the frame columns 101 on each surface is determined by the number of the welding points of the corner limb column 201 with the horizontal bracings 203C and 204B, the side limb column 202 with the horizontal bracing 203C and the upper chord 205, and the upper chord 205 with the diagonal web member 207 and the vertical web member 208. As can be seen from Figure 8 , each surface is symmetric about the vertical web member 208 as the center line. Therefore, in this example, the number of the welding points is 5, and then the number of the frame columns 101 is also 5, and they are respectively welded and fixed to these welding points.
[0054] As Figure 18 and Figure 19 shown, in the present invention, wherever there are floor beams 105, frame columns 101, and the first cross-story bracing 102, the connections between the floor beam 105 and the frame column 101, the first cross-story bracing 102, or between the floor beam 105 and the frame column 101, or between the floor beam 105 and the first cross-story bracing 102 are all connected and fixed by welding. The frame column 101 is arranged on the outermost side, and the first cross-story bracing 102 is arranged between the floor beam 105 and the frame column 101. Taking Figure 19 as an example, the areas at the two ends of the first cross-story bracing 102 are larger than the areas of the remaining parts, so as to facilitate the welding and fixing between the components.
[0055] As Figure 20 shown, in the non-through-height floor area, the two ends of the ring beam 104 are connected and fixed to the frame column 101 and the first cross-story bracing 102 by welding. As Figure 24 , Figure 25 and Figure 26As shown, in the multi-story through-floor area, both ends of the ring beam 104 are fixedly connected to the frame column 101 and the second cross-story support 103 by welding.
[0056] As Figures 21 to 23 shown, the middle part of the first cross-story support 102 is made of H-shaped steel, with stiffeners arranged in the middle of the H-shaped steel at both ends, and a grid structure between both ends and the middle part.
[0057] As Figure 1 and Figure 6 shown, the building structure further includes a gravity column structure 3 arranged at the center inside the outer support cylinder 1. The bottom of the gravity column structure 3 extends vertically below the ground, and the top extends vertically upward to align with the top of the outer support cylinder 1. The gravity column structure 3 is used to determine whether a gravity load-bearing structure needs to be set in the building structure, and it belongs to a selective structure.
[0058] As Figure 6 shown, the gravity column structure 3 includes a gravity column 301, which is arranged around the center of the outer support cylinder 1.
[0059] When there is a floor with a vertical turning point in the gravity column 301, the gravity column structure 3 further includes a steel ring beam 302 to bear the horizontal unbalanced force generated by the gravity column at the turning floor.
[0060] The gravity column 301 includes a concrete-filled steel tube part and a steel structure part, where the concrete-filled steel tube part is used for the middle and bottom floors, and the steel structure part is used for the remaining floors.
[0061] The present invention has the following beneficial effects: 1. By setting an outer support cylinder located on the outer perimeter of the tower, high-rise and super-high-rise building structures do not need to set sub-structures such as cylinders mainly for lateral resistance. Inside the tower, only gravity columns that only bear gravity loads need to be considered according to usage requirements. In addition, there are no other vertical structural members, maximizing, flexibilizing, and centralizing the office space in the tower, and maximizing daylighting.
[0062] 2. High-rise and super-high-rise building structures are lateral cantilever members that bear vertical loads and also bear horizontal loads and seismic actions. As the only lateral cantilever member, the outer support cylinder maximizes the flexural stiffness of the same material, enabling high-rise and super-high-rise tower structures to achieve better economy.
[0063] 3. By adopting this structure, the partition walls around the vertical traffic core (core tube) can be set as non-structural walls, without the need to land the relevant structural walls as required by the structural bearing capacity in conventional high-rise and super-high-rise building structures. The masonry walls (or precast lightweight partition walls) that make up the traffic core only need to be set as needed, and whether all or part of the elevators and evacuation stairs reach the first floor can also be determined only according to the traffic organization arrangement.
[0064] 4. Only the mega-frame columns at the four corners at the periphery of the tower bottom are grounded. This not only features a novel shape, but also maximizes the openness and the field of vision of the bottom being elevated. It also makes it possible for high-rise and super high-rise buildings located above the subway and municipal roads not to adopt conversion, thus avoiding the increased cost due to conversion and the impact on the structural stress performance.
Claims
1. A new type of super high-rise building structure, characterized in that: The building structure includes a fishbone-shaped reinforced concrete column (5), a mega-frame (2), and an external support tube (1) arranged in sequence from bottom to top. The fishbone-shaped reinforced concrete column (5) is arranged at the four corners of the mega-frame (2) and fixedly connected to the bottom of the mega-frame (2). A steel reinforced concrete beam (4) is provided between two adjacent fishbone-shaped reinforced concrete columns (5). The two ends of the steel reinforced concrete beam (4) are respectively connected to the bottom of the adjacent mega-frame (2) and the fishbone-shaped reinforced concrete column (5).
2. The novel super high-rise building structure according to claim 1, wherein: The external support tube (1) includes frame columns (101), first cross-story supports (102), second cross-story supports (103), ring beams (104), and floor beams (105). The frame columns (101) are distributed in a circle. Ring beams (104) are arranged at intervals on the frame columns (101). Floor beams (105) are arranged between some of the ring beams (104) between the ring beams (104) and the frame columns (101). The first cross-story supports (102) and the second cross-story supports (103) are respectively obliquely arranged and connected between the upper and lower adjacent ring beams (104) and the frame columns (101).
3. The novel super high-rise building structure according to claim 2, characterized in that: The frame column (101) includes a concrete-filled steel tube part and a steel structure part.
4. The novel super high-rise building structure according to claim 3, characterized in that: When the building structure is provided with a non-through floor area and / or a through floor area, the first cross-story support (102) is arranged in the non-through floor area; the second cross-story support (103) is arranged in the through floor area.
5. The novel super high-rise building structure according to claim 1, characterized in that: The giant frame (2) includes corner limb columns (201), side limb columns (202), horizontal bracing rods (203), diagonal bracing rods (204), lower chords (205), upper chords (206), diagonal web members (207), and vertical web members (208). The corner limb columns (201) are arranged around the building structure. The side limb columns (202) are arranged on both sides of each corner limb column (201). The lower ends of the side limb columns (202) and the corner limb columns (201) are connected to the fishbone-shaped reinforced concrete columns (5). The side limb columns (202) are inclined. The upper ends of the side limb columns (202) and the corner limb columns (201) are connected to the lower end of the outer support tube (1). The horizontal bracing rods (203) are arranged at intervals between the side limb columns (202) and the corner limb columns (201). The diagonal bracing rods (204) are arranged at an inclination and at intervals in the space enclosed by the side limb columns (202), the corner limb columns (201), and the horizontal bracing rods (203). The two ends of the diagonal bracing rods (204) are respectively connected to the intersection points where the side limb columns (202), the corner limb columns (201), and the horizontal bracing rods (203) are connected. The upper chords (206) and the lower chords (205) are arranged between two opposite side limb columns (202) and are connected thereto. The diagonal web members (207) are arranged between the upper chords (206) and the lower chords (205). One end of each adjacent two diagonal web members (207) is joined to the upper chord (206) or the lower chord (205). While being connected to the upper chord (206), the diagonal web members (207) are also connected to the outer support tube (1). The vertical web members (208) are arranged between two diagonal web members (207). One end thereof is connected to the intersection point of the two diagonal web members (207), and the other end is connected to the upper chord (206) or the lower chord (205).
6. The novel super high-rise building structure according to any one of claims 1-5, characterized in that: The building structure further includes a gravity column structure (3) arranged at the center inside the outer support tube (1). The bottom of the gravity column structure (3) extends vertically downward into the ground, and the top extends vertically upward to align with the top of the outer support tube (1).
7. The novel super high-rise building structure according to claim 6, characterized in that: The gravity column structure (3) includes a gravity column (301) arranged around the center of the outer support tube (1).
8. The novel super high-rise building structure according to claim 7, characterized in that: The gravity column structure (3) further includes a steel ring beam (302) arranged at any position of the gravity column (301). The steel ring beam (302) is used for the floor where the vertical turning point of the gravity column (301) is located.
9. The novel super high-rise building structure according to claim 6, characterized in that: The gravity column (301) includes a concrete-filled steel tube part and a steel structure part.