CN216276162U - Double-ring combined super high-rise structure based on vertical face arc-shaped steel frame-support - Google Patents

Double-ring combined super high-rise structure based on vertical face arc-shaped steel frame-support Download PDF

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CN216276162U
CN216276162U CN202120504853.4U CN202120504853U CN216276162U CN 216276162 U CN216276162 U CN 216276162U CN 202120504853 U CN202120504853 U CN 202120504853U CN 216276162 U CN216276162 U CN 216276162U
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frame
steel
support
arc
radial
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王震
吴小平
赵阳
杨学林
瞿浩川
程俊婷
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Zhejiang University City College ZUCC
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Zhejiang University City College ZUCC
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Abstract

The utility model relates to a vertical face arc-shaped steel frame-support-based double-ring combined super high-rise structure, which comprises: the system comprises a steel support small frame cylinder, a steel support plane frame, inner and outer ring circumferential steel beams, an unsupported steel beam column, a roof conversion truss, a single-layer dome reticulated shell and a bottom base structure; the steel support small frame cylinder is positioned at the elevator shaft position of the building in the four-corner direction of the plane; the steel support plane frame is positioned on two sides of the plane and arranged at intervals with the small steel support frame barrel. The utility model has the beneficial effects that: the advantages of high bearing capacity and high lateral resistance of the double-ring combined super high-rise structure and the modeling function of the arc-shaped vertical-face double-ring combined building are fully exerted; the high bearing capacity, the high lateral resistance and the modeling and functions of the arc-shaped vertical face double-ring-group super high-rise building can be realized while the self weight is reduced and the bearing performance is ensured; the bearing capacity, the integral rigidity, the torsional resistance and other indexes are controlled conveniently, so that the reasonability and the effectiveness of an integral structure system are further guaranteed, and the application prospect is wide.

Description

Double-ring combined super high-rise structure based on vertical face arc-shaped steel frame-support
Technical Field
The utility model belongs to the technical field of structural engineering, and relates to a vertical arc-shaped steel frame-support-based double-ring combined super high-rise structure, wherein the super high-rise structure is not less than 100 m in height, and the double-ring combined structure is a double-ring combined floor space with a high atrium.
Background
The steel frame-support system is a high-rise steel structure system which improves the bearing capacity and the lateral rigidity of the structure by arranging inclined supports among partial frame columns on the basis of a steel frame structure, and has the advantages of light dead weight, large lateral rigidity, high bearing capacity and the like. The structure system is widely applied to high-rise public buildings with commercial, office and other building functions.
The lateral force resisting component of the steel frame-support system comprises a support frame part and a frame part, wherein the support frame part forms a triangular grid through the arrangement of inclined supports, so that great lateral stiffness can be realized to share more horizontal force effects such as earthquake and wind load, and the lateral displacement deformation of the super high-rise structure can be effectively controlled.
The support form of the steel frame-support system is divided into a central support and an eccentric support. The central support has higher lateral rigidity, and the components mainly adopt tension and compression, can generate additional axial force to the beam column, and is suitable for super high-rise buildings with higher rigidity and general earthquake resistance; the lateral rigidity of the eccentric support is relatively small, the member is mainly sheared by the energy-consuming beam section, and the support is tensioned and pressed at the same time, so that additional axial force can be generated on the beam column, and the eccentric support is suitable for super high-rise buildings with general rigidity requirements and high earthquake-resistant requirements. Therefore, according to the external working condition requirements of the super high-rise building, the reasonable selection of the supporting form is an important factor for ensuring the bearing performance of the whole structure system.
For the annular plane super high-rise building, if the lateral stiffness of the whole system is improved by arranging the inclined supporting grid forms of the inner ring and the outer ring, certain influence may be caused on the transmittance of the outer vertical face, the attractive appearance and the building functional arrangement. In order to reduce the influence of inclined supports on the internal function arrangement of a building and ensure higher lateral rigidity, a plurality of symmetrically arranged steel support small frame cylinders are arranged in the elevator room of the building, so that the elevator is a reasonable and effective solution.
Because of the requirement of building appearance modeling, the facade of the super high-rise building sometimes needs to be provided with an arc-shaped curved surface form, and the super high-rise structure in the arc-shaped steel frame-supporting form which changes along with the facade is adopted, so that the requirement of the arc-shaped curved surface can be effectively adapted, and the requirement of lateral stiffness can be met. Because the existence of the arc vertical face can cause the horizontal lateral thrust action of the floor, a single symmetrical steel supporting plane frame can be arranged at a proper plane position for strengthening the rigidity, and simultaneously, the outer ring steel beams and the inner ring steel beams are strengthened to resist the horizontal tension action of part of the floor. Therefore, a reasonable and effective arc-shaped vertical face arrangement form and a steel support frame plane arrangement scheme are also important factors for ensuring the side resistance performance and the implementation feasibility of the whole system.
As for the atrium roof structure of the annular planar super high-rise building, it may be a cross steel girder structure, a lattice shell structure, a grid structure, etc. according to its span. The reasonable and feasible support conversion connection of the roof structure and the steel support frame and the reinforcement measure of the annular conversion structure are also important aspects to be considered for ensuring the normal use of the structure.
In addition, the double-ring combined super high-rise structure system has the problems of complex node connection structure, complex component structure, bearing performance, rigidity and the like, and the reasonable and effective design and composition scheme of the double-ring combined super high-rise structure form based on the vertical arc steel frame-support is also an important factor for ensuring the bearing performance and normal use of the double-ring combined super high-rise structure system.
In conclusion, it is necessary to research a form of a vertical arc steel frame-support-based double-ring combined super high-rise structure, so as to be suitable for an arc vertical building modeling super high-rise structure system of a double-ring combined floor space and an inner through atrium, and the bearing.
SUMMERY OF THE UTILITY MODEL
The utility model aims to overcome the defects in the prior art, provides a double-ring combined super high-rise structure based on a vertical arc steel frame-support, and can realize the design and bearing of an arc vertical building modeling super high-rise structure system of a double-ring combined floor space and an inner through high atrium.
The vertical face arc-shaped steel frame-support-based double-ring combined super high-rise structure comprises a steel support small frame cylinder, a steel support plane frame, inner and outer ring circumferential steel beams, an unsupported steel beam column, a roof conversion truss, a single-layer dome reticulated shell and a bottom base structure;
the steel support small frame cylinder is positioned at the elevator shaft position of a building in four-corner directions of a plane, single steel support small frame cylinders with arc vertical surfaces are formed by single-span bidirectional steel frame-supports, are arranged in a circumferential direction and are supported on a bottom base structure in a biaxial symmetric manner, and a lateral force resistant core support framework consisting of a plurality of groups of single steel support small frame cylinders is formed;
the steel support plane frames are positioned on two sides of the plane and are arranged at intervals with the steel support small frame cylinders, single steel support plane frames with arc vertical surfaces are formed by single-span unidirectional steel frame supports, are symmetrically arranged along the circumferential direction on two sides and are supported on the bottom base structure, so that a lateral force resistant auxiliary support framework formed by a plurality of single steel support plane frames is formed, and meanwhile, the steel frame support distance of the whole structure is reduced;
the steel beams on the inner ring and the outer ring of the small steel support frame cylinder are positioned on the inner ring and the outer ring of the small steel support frame cylinder, the steel support plane frame and the steel beam column without support are rigidly connected along the circumference, and meanwhile, the horizontal external thrust caused by the arc vertical surface is shared by the tensile action part;
the non-support steel beam column comprises a non-support frame column, a radial frame beam and an overhanging end-linked axial hinged beam, is used as a floor vertical load bearing system component and is mainly used for reducing the span between columns, supporting the floor and closing an overhanging section;
the roof conversion truss is positioned at the top of the steel frame-support, and is provided with a radial layer-penetrating inclined column and an annular periphery inclined web member which are used as a connection reinforcing structure between the roof steel frame and the support and a support structure of a single-layer dome reticulated shell;
the single-layer dome reticulated shell is positioned at the top of the inner hollow atrium and is of a single-layer reticulated shell roof structure, and the periphery boundary is supported on the roof conversion truss;
the bottom base structure is positioned at the bottom of the steel frame and the support and is used as a vertical support conversion structure of the bottom of the steel frame and the support, and the overall rigidity of the base structure is improved through the arrangement of full-range floor beam column structures.
Preferably, the method comprises the following steps: the steel support small frame cylinder consists of a plurality of groups of single steel support small frame cylinders, and is arranged around a central positioning point along an annular double-shaft symmetry and supported on the bottom base structure to form a vertical lateral force resistant core support framework; each single steel support small frame cylinder is respectively positioned at the elevator shaft position of the building in the four-corner direction of the plane so as to reduce the influence of inclined support on the building function subarea; the single steel support small frame cylinder is in a single-span bidirectional steel frame-support structure form with an inner overhanging section, comprises two types of steel frames, namely a central support and a steel frame and an eccentric support, and is arranged in an arc-shaped curved surface mode in a vertical surface according to building models.
Preferably, the method comprises the following steps: the single steel support small frame barrel comprises an outer arc frame column of the steel support small frame barrel, an inner arc frame column of the steel support small frame barrel, a radial steel beam frame barrel section of the steel support small frame barrel, a radial steel beam overhanging section of the steel support small frame barrel, an outer ring steel beam of the steel support small frame barrel, an inner ring steel beam of the steel support small frame barrel, an overhanging end circumferential steel beam of the steel support small frame barrel, a radial support of the steel support small frame barrel and an outer ring support of the steel support small frame barrel, and a lateral force resistant core support framework monomer is formed; in the small frame cylinder of single steel support, the outer arc positions are respectively an inner arc frame column of the small steel support frame cylinder and an outer arc frame column of the small steel support frame cylinder, a radial steel beam frame cylinder section of the small steel support frame cylinder is arranged between the inner arc frame column of the small steel support frame cylinder and the outer arc frame column of the small steel support frame cylinder, a radial steel beam overhanging section of the small steel support frame cylinder is arranged on the inner side of the inner arc frame column of the small steel support frame cylinder, an outer ring steel beam of the small steel support frame cylinder is arranged at the outer ring position of the radial steel beam frame cylinder section of the small steel support frame cylinder, an inner ring steel beam of the small steel support frame cylinder is arranged at the inner ring position of the radial steel beam frame cylinder section of the small steel support frame cylinder, an overhanging end circumferential steel beam of the small steel support frame cylinder is arranged at the inner end of the radial steel beam overhanging section of the small steel support frame cylinder, and two sides and an outer ring position in the radial steel beam frame cylinder section of the small steel support frame cylinder are respectively provided with the radial support of the small steel support frame cylinder and an outer ring support of the small steel support frame cylinder.
Preferably, the method comprises the following steps: the radial supports of the small steel support frame cylinders and the outer ring supports of the small steel support frame cylinders are respectively arranged at two sides and the outer ring positions of the small steel support frame cylinders only in the radial steel beam frame cylinder sections of the small steel support frame cylinders, the support structure is in a herringbone, single inclined rod or crossed form, and the included angle between the support and the horizontal steel beam is generally 30-60 degrees; the radial support of the small steel support frame cylinder is used for forming radial lateral stiffness and partially resisting horizontal external thrust caused by the arc of the vertical surface; the annular support of the small frame cylinder of the steel support part is used for forming annular lateral stiffness and partially resisting plane torsion of the whole system; the inner ring position in the radial steel beam frame cylinder section of the small steel support frame cylinder can be free from an inner ring inclined strut in consideration of the building passageway function; the inner overhanging section of the single steel support small frame cylinder is used as a building inner ring walkway function.
Preferably, the method comprises the following steps: the steel support plane frame consists of a plurality of groups of single steel frame plane frames which are symmetrically arranged along the circumferential direction at two sides, the single steel frame plane frames are supported on the bottom base structure to form a vertical lateral force resisting auxiliary support framework and are positioned at the left side and the right side of the plane to reduce the inter-column distance between the steel frame and the support of the integral structure; the single steel support plane frame is in a single-span unidirectional steel frame-support structure form with an inner overhanging section, and comprises a steel frame-central support and a steel frame-eccentric support, and the support type of the single steel support plane frame is the same as that of the small steel support frame barrel; the vertical surface of the steel support plane frame is arranged as an arc-shaped curved surface according to the building shape.
Preferably, the method comprises the following steps: the single steel supporting plane frame comprises an outer arc frame column of the steel supporting plane frame, an inner arc frame column of the steel supporting plane frame, a radial steel beam frame section of the steel supporting plane frame, a radial steel beam overhanging section of the steel supporting plane frame and a radial support of the steel supporting plane frame, so that a lateral force resisting auxiliary supporting framework monomer is formed; the inner and outer arc positions of the single steel supporting plane frame are respectively an inner arc frame column of the steel supporting plane frame and an outer arc frame column of the steel supporting plane frame, a radial steel beam frame section of the steel supporting plane frame is arranged between the inner arc frame column of the steel supporting plane frame and the outer arc frame column of the steel supporting plane frame, a radial steel beam cantilever section of the steel supporting plane frame is arranged on the inner side of the inner arc frame column of the steel supporting plane frame, and a radial support of the steel supporting plane frame is arranged at the radial steel beam frame section of the steel supporting plane frame.
Preferably, the method comprises the following steps: the single steel support plane frame is only provided with radial supports of the steel support plane frame in radial steel beam frame sections of the steel support plane frame, the support structure is in various forms such as herringbone, single inclined rod or cross-shaped, the included angle between the support and the horizontal steel beam is generally 30-60 degrees, and the support structure form is the same as that of the steel support small frame tube.
Preferably, the method comprises the following steps: the steel support small frame tube and the steel support plane frame jointly form a vertical arc-shaped lateral force resistant support framework, two support node forms are mainly adopted, namely, an inclined support node when a vertical column exists and an inclined support node when no vertical column exists, and a steel truss support node stiffening plate is arranged at a support node (a radial steel beam frame tube section of the steel support small frame tube, an outer ring steel beam of the steel support small frame tube and a radial steel beam frame section of the steel support plane frame) for reinforcement.
Preferably, the method comprises the following steps: the vertical arc frame columns of the steel support small frame cylinder and the steel support plane frame are arranged to be consistent, the radian inclination angle is generally 0-20 degrees, the landing distance of the vertical arc frame columns is generally 6.0-10.0m, and the support vertical direction is arranged to be a group of inclined supports on each layer; the cross section of the vertical arc-shaped frame column is box-shaped, the side length of the cross section is 600-900mm, and concrete can be poured into the vertical arc-shaped frame column for reinforcement when the stress is large; the cross sections of the steel beam and the support are H-shaped, and the height of the cross section is 400-600 mm.
Preferably, the method comprises the following steps: the inner ring and outer ring circumferential steel beams comprise an inner ring circumferential rigid connection steel beam and an outer ring circumferential rigid connection steel beam, are respectively positioned on the inner ring and the outer ring of the steel support small frame cylinder, and are rigidly connected with the steel support small frame cylinder, the steel support plane frame and the unsupported steel beam column along the circumferential ring direction; because of the influence of the facade arc-shaped appearance building shape, the height of each floor can be acted by outward horizontal thrust, and partial horizontal external thrust can be effectively counteracted by properly strengthening the cross sections (area and bending rigidity) of the inner ring peripheral rigid-joint steel beams and the outer ring peripheral rigid-joint steel beams, so that the requirement of lateral rigidity resistance of the whole system is met.
Preferably, the method comprises the following steps: the length of the maximum outer ring steel beam is generally 8-12m, and the length of the minimum inner ring steel beam is generally 6-8 m; the cross section of the steel beam is H-shaped, and the height of the cross section is generally 500-700 mm.
Preferably, the method comprises the following steps: the non-support steel beam column comprises a non-support frame column, a radial frame beam and an overhanging end-linked axial hinged beam, is mainly used as a floor vertical load bearing system component, and respectively plays roles in reducing column span, floor support and overhanging section sealing; the non-support frame column is positioned between the steel support small frame cylinder and the steel support plane frame and is an auxiliary vertical lateral force resisting component; the radial frame beam is connected between the non-support frame columns and extends towards the inner side to form an overhanging section, and the end part of the overhanging section extending towards the inner side of the radial frame beam is connected with the overhanging end to form the axial hinged beam.
Preferably, the method comprises the following steps: the roof conversion truss is positioned at the top of the steel frame-support structure and comprises an outer arc frame column of the roof conversion truss, a radial through-layer inclined column of the roof conversion truss, an annular inclined web member of the roof conversion truss, a radial steel beam of the roof conversion truss and a small lifting steel column of the roof conversion truss; the outer arc position of the roof conversion truss is an outer arc frame column of the roof conversion truss, an annular diagonal member of the roof conversion truss is arranged between the outer arc frame columns of the roof conversion truss along the annular direction, the top ends of the outer arc frame columns of the roof conversion truss and the inner arc frame columns (the inner arc frame column of the steel support small frame cylinder, the inner arc frame column of the steel support plane frame and the inner arc frame column of the unsupported steel beam column) are connected with a radial cross-layer diagonal column of the roof conversion truss, radial steel beams of the roof conversion truss are arranged at the middle height positions of the outer arc frame columns of the roof conversion truss and the radial cross-layer diagonal column of the roof conversion truss to form a middle floor, and the middle floor is supported by lifting the small steel column of the roof conversion truss on the top end of the inner arc frame column.
Preferably, the method comprises the following steps: the roof conversion truss is provided with radial layer-penetrating inclined columns of each radial roof conversion truss and circumferential inclined web members of the roof conversion truss arranged on the periphery, so that structural connection between a roof steel frame and a support is strengthened, and the roof conversion truss is also used as a support structure of a single-layer dome reticulated shell; the supporting form of the circumferential inclined web members of the roof conversion truss is various forms such as herringbone, single inclined bar or cross, and the included angle between the support and the horizontal steel beam is generally 30-60 degrees; the local floor is vertically supported by small raised steel columns 24 of the roof transfer truss on the inside.
Preferably, the method comprises the following steps: the single-layer dome reticulated shell is positioned at the top of the inner hollow dome and is of a single-layer reticulated shell roof structure, and comprises a circumferential rod of the single-layer dome reticulated shell, a radial rod of the single-layer dome reticulated shell and a diagonal web member of the single-layer dome reticulated shell; the annular rods of the single-layer dome reticulated shell are perpendicularly connected with the radial rods of the single-layer dome reticulated shell, the diagonal web members of the single-layer dome reticulated shell are arranged between adjacent rings of the annular rods of the single-layer dome reticulated shell, the single-layer dome reticulated shell is supported on the roof conversion truss through the support nodes of the single-layer dome reticulated shell, and the support nodes are reinforced through the support node stiffening plates of the conversion truss.
Preferably, the method comprises the following steps: the members of the single dome reticulated shell are box-shaped in cross-section and have a cross-sectional height determined by the span 1/20-1/10, typically 200-400 mm.
Preferably, the method comprises the following steps: the bottom base structure comprises a frame column of the bottom base structure, an annular frame beam of the bottom base structure, a radial frame beam of the bottom base structure and an inclined support of the bottom base structure; the circumferential position of the bottom base structure is a circumferential frame beam of the bottom base structure, the circumferential frame beam of the bottom base structure is vertically connected with a radial frame beam of the bottom base structure, and a frame column of the bottom base structure is arranged at the joint of the circumferential frame beam of the bottom base structure and the radial frame beam of the bottom base structure; inclined supports of the bottom base structure are arranged between the small steel support frame barrel at the upper part and the frame columns of the bottom base structure at the position of the steel support plane frame corresponding to the plane; the bottom base structure is used as a vertical support conversion structure of a steel frame-support bottom, and the overall rigidity of the base structure is improved through the arrangement of full-range floor beam column structures; the bracing structure form of the diagonal bracing of the bottom foundation structure can also be replaced by a shear wall bracing structure form.
Preferably, the method comprises the following steps: the support form of the steel support small frame cylinder and the steel support plane frame, the penetrating layer number of the inclined columns, the inclined angle of the vertical arc inclined column, the plane position arrangement, the inclined support form of the roof conversion truss and the single-layer dome latticed shell structure form can be properly adjusted according to the requirements of building shapes, functional spaces, high-rise court spans and boundary conditions, and the composition and the forming mode of each part of the vertical arc steel frame-support based double-ring combined super-high-rise structure can not be influenced.
The utility model has the beneficial effects that:
1. the vertical face arc-shaped steel frame-support-based double-ring combined super high-rise structure provided by the utility model has a reasonable structure system, can realize the design and bearing of a double-ring combined floor space and an arc vertical face building modeling super high-rise structure system with a high atrium inside, and fully exerts the advantages of high bearing capacity and high lateral resistance of the double-ring combined super high-rise structure and the modeling function of the arc vertical face double-ring combined building.
2. The utility model relates to a vertical face arc-shaped steel frame-support-based double-ring combined super high-rise structure system, which combines a steel support small frame cylinder and a steel support plane frame into an arc vertical face double-ring combined super high-rise integral structure form, realizes the annular integral rigid connection between the steel frame and the support conversion of a roof structure through an inner ring steel beam, an outer ring steel beam, an inner ring steel beam, an outer ring steel beam and a roof conversion truss, and realizes the roof capping of a through-high atrium and the vertical support conversion of the bottom through a single-layer dome reticulated shell and a bottom base structure to form an integral stress mode. The method can realize the modeling and the function of the super high-rise building with the double-ring set of the arc vertical surfaces, high bearing capacity and high lateral resistance while reducing the dead weight and ensuring the bearing performance.
3. Based on the bearing performance analysis, the structure of the utility model is convenient to control through indexes such as bearing capacity (stress control), integral rigidity (displacement control), torsion resistance (period ratio) and the like, so as to further ensure the reasonability and effectiveness of an integral structure system.
4. The vertical face arc-shaped steel frame-support-based double-ring combined super high-rise structural system has the advantages of definite component forming module, clear force transmission, high bearing capacity of the whole system, high lateral resistance and beautiful arc vertical face double-ring combined shape, and has wide application prospect in the double-ring combined floor space and the arc vertical face building shape super high-rise structural system with a high atrium inside.
Drawings
Fig. 1 is a schematic structural view of an embodiment of the double-ring combined super high-rise structure of the utility model (fig. 1a-1h are respectively a schematic overall structure view, a schematic steel support small frame barrel, a schematic steel support plane frame, a schematic steel beam on the inner and outer ring circumference, a schematic unsupported steel beam column, a schematic roof conversion ring truss, a schematic single-layer dome latticed shell and a schematic bottom base structure of an embodiment of the double-ring combined super high-rise structure of the utility model based on a vertical arc center support steel frame);
FIG. 2 is a plan view of the embodiment of the double-ring combined super high-rise structure of the utility model, namely a sectional view A-A in FIG. 1 a;
FIG. 3 is a sectional front view of the embodiment of the double-ring combined super high-rise structure of the utility model, namely a sectional schematic view B-B in FIG. 1 a;
FIG. 4 is a right side view of the double-ring combined super high-rise structure of the embodiment of the utility model, namely a schematic view of C-C cut in FIG. 2;
FIG. 5a is a plan view of the steel support mullion of FIG. 1b and the steel support flat framework of FIG. 1c in positional relationship, FIG. 5b is a plan view of the unsupported steel beam column of FIG. 1e, and FIG. 5c is a plan view of the single layer dome reticulated shell of FIG. 1 f;
FIG. 6a is a schematic structural diagram of a single steel support small barrel in FIG. 1b, FIG. 6b is a plan view of a D-D section of the single steel support small barrel in FIG. 6a, and FIGS. 6c and 6D are a schematic E-E section and a schematic F-F section of the single steel support small barrel in FIG. 6b, respectively;
FIG. 7a is a schematic structural view of a single steel supporting planar frame of FIG. 1c, FIG. 7b is a plan view of a sectional view G-G of the single steel supporting planar frame of FIG. 7a, and FIG. 7c is a schematic sectional view H-H of the single steel supporting planar frame of FIG. 7 b;
FIG. 8 is a schematic view of the construction of the steel truss support nodes in the steel support mullion of FIG. 1b and the steel support planar framework of FIG. 1 c;
FIG. 9 is a schematic view of the configuration of a transition truss support node at the junction of the roof transition ring truss of FIG. 1g and the single-layer dome reticulated shell of FIG. 1 f;
fig. 10 is a flow chart of the components of the double-ring combined super high-rise structure embodiment of the utility model.
Description of reference numerals: 1-an outer arc frame column of the steel support small frame cylinder; 2-inner arc frame columns of the small steel support frame cylinders; 3-radial steel beam frame cylinder section of the small steel support frame cylinder; 4-radial steel beam overhanging sections of the steel support small frame cylinders; 5-an outer ring steel beam of the steel support small frame cylinder; 6-an inner ring steel beam of the steel support small frame cylinder; 7-the cantilever end of the steel support small frame cylinder is connected with an axial steel beam; 8-radial support of the small steel support frame cylinder; 9-outer ring support of the small steel support frame cylinder; 10-outer arc frame columns of the steel support plane frame; 11-inner arc frame columns of the steel support plane frame; 12-radial steel beam frame sections of the steel support planar frame; 13-radial steel beam overhanging sections of the steel support plane frame; 14-radial support of the steel support plane frame; 15-the outer ring periphery is rigidly connected with a steel beam; 16-rigidly connecting steel beams on the periphery of the inner ring; 17-no supporting frame posts; 18-radial frame beam; 19-cantilever end is connected with a hinge beam; 20-outer arc frame columns of the roof conversion truss; 21-radial cross-layer batter post of the roof conversion truss; 22-circumferential diagonal web members of the roof truss conversion; 23-radial steel beams of the roof truss transition; 24-lifting small steel columns of the roof conversion truss; 25-a circumferential rod of the single-layer dome reticulated shell; 26-radial rods of single-layer dome reticulated shell; 27-diagonal web members of the single-layer dome reticulated shell; 28-support node of single-layer dome reticulated shell; 29-frame posts of the bottom base structure; 30-a circumferential frame beam of the bottom foundation structure; 31-radial frame beams of the bottom base structure; 32-diagonal bracing of the bottom base structure; 33-a central location point; 34-a steel truss support node stiffening plate; 35-a transition truss support node stiffening plate.
Detailed Description
The present invention will be further described with reference to the following examples. The following examples are set forth merely to aid in the understanding of the utility model. It should be noted that, for those skilled in the art, it is possible to make various improvements and modifications to the present invention without departing from the principle of the present invention, and those improvements and modifications also fall within the scope of the claims of the present invention.
The double-ring combined super high-rise building structural system based on the vertical face arc-shaped steel frame-support has the advantages that the formed modules are clear, force transmission is clear, the design principles of integral stress and bearing modes are met, high bearing capacity and high lateral-resistance mechanical performance of the integral structural system are fully exerted, the annular integral rigid connection between the steel frame and the support and support conversion of a roof structure are realized through the inner ring and outer ring steel beams and the roof conversion truss based on the arc-shaped vertical face double-ring combined super high-rise integral structural form combining the steel support small frame barrel and the steel support plane frame, the structural system of roof sealing of a high atrium and vertical support conversion of the bottom is formed through the single-layer dome reticulated shell and the bottom base structure, and the modeling functions of the arc-shaped vertical face super high-rise building of the double-ring combined floor space and the high atrium inside are realized.
The design idea of the utility model is based on a main body structure formed by combining a steel support small frame barrel and a steel support plane frame, and a double-ring combined super high-rise integral stress mode for performing annular rigid connection and roof structure conversion through inner and outer ring circumferential steel beams and a roof conversion truss is as follows: firstly, combining a steel support small frame cylinder and a steel support plane frame as vertical lateral force resisting components to form a vertical arc-shaped steel frame-support-based super high-rise integral structure; secondly, realizing annular integral rigid connection between a steel frame and a support and support conversion of a roof structure through inner and outer ring circumferential steel beams and a roof conversion truss to form a double-ring combined integral structure; then, a communicating high atrium roof and a bottom vertical supporting conversion structure are formed by the single-layer dome reticulated shell and the bottom base structure, and the modeling and the function of the double-ring combined floor space and the arc-shaped vertical surface super high-rise building with the communicating high atrium inside are realized; and finally, the integral stress bearing performance of the structural system is guaranteed by analyzing the bearing performance and controlling the stress, integral rigidity and torsion resistance of the component.
Example one
As shown in fig. 1a to 1h and fig. 2 to 4, the vertical arc-shaped steel frame-support based double-ring combined super high-rise structure comprises a steel support small frame cylinder, a steel support plane frame, inner and outer ring circumferential steel beams, an unsupported steel beam column, a roof conversion truss, a single-layer dome reticulated shell and a bottom base structure; the steel support small frame cylinders (figure 1b) are positioned at the elevator shaft position of a building in the plane four-corner direction, single steel support small frame cylinders with arc vertical surfaces are formed by single-span bidirectional steel frame-supports, are arranged in a circumferential biaxial symmetry manner and are supported on a bottom base structure, and a lateral force resistant core support framework consisting of a plurality of groups of single steel support small frame cylinders is formed; the steel supporting plane frames (figure 1c) are positioned on two sides of a plane, a single steel supporting plane frame with an arc vertical surface is formed by single-span unidirectional steel frame-supports, and the single steel supporting plane frame is symmetrically arranged along the circumferential direction on two sides and supported on the bottom base structure to form a lateral force resistant auxiliary supporting framework consisting of a plurality of single steel supporting plane frames and reduce the supporting distance of the steel frames of the whole structure; the steel beams (figure 1d) on the inner ring and the outer ring of the small steel support frame cylinder are positioned on the inner ring and the outer ring of the small steel support frame cylinder, the steel support plane frame and the unsupported steel beam column are rigidly connected along the circumference, and meanwhile, the horizontal external thrust caused by the arc vertical surface is shared by the tensile action part; the unsupported steel beam column (fig. 1e) comprises an unsupported frame column, a radial frame beam and an overhanging end-linked axial hinged beam, and is mainly used for reducing the span between columns, supporting a floor and closing an overhanging section; the roof conversion truss (figure 1g) is positioned at the top of the steel frame-support, and is provided with a radial layer-penetrating inclined column and an annular periphery inclined web member which are used as a connection reinforcing structure between the roof steel frame and the support and a support structure of a single-layer dome reticulated shell; the single-layer dome reticulated shell (figure 1f) is positioned at the top of the inner hollow atrium and is of a single-layer reticulated shell roof structure, and the periphery boundary is supported on the roof conversion truss; the bottom base structure (fig. 1h) is located at the bottom and serves as a vertical support conversion structure for the steel frame-support bottom, and the overall rigidity of the base structure is improved through the full-range floor beam-column structure arrangement.
As shown in fig. 1b, 2-4 and 5a, the steel support small frame cylinder is composed of a plurality of groups of single steel support small frame cylinders, and is arranged around a central positioning point 33 along an annular direction along a biaxial symmetry direction and supported on a bottom base structure to form a vertical lateral force resistant core support framework; each single steel support small frame cylinder is positioned at the elevator shaft position of the building in the four-corner direction of the plane, so that the influence of inclined support on the building function partition is reduced; the single steel support small frame cylinder is in a single-span bidirectional steel frame-support structure form with an inner overhanging section, comprises two types of steel frames, namely a central support and a steel frame and an eccentric support, and is arranged in an arc-shaped curved surface mode in a vertical surface according to building models. In this embodiment, a total of 4 groups of small steel support frames are respectively located at four directions of a northeast corner, a northwest corner, a southeast corner and a southwest corner of a plane, and the support type is a steel frame-center support type.
As shown in fig. 1b, fig. 3-fig. 4, fig. 6 a-fig. 6d, the single steel-supported small frame cylinder comprises an outer arc frame column 1 of the steel-supported small frame cylinder, an inner arc frame column 2 of the steel-supported small frame cylinder, a radial steel beam frame cylinder section 3 of the steel-supported small frame cylinder, a radial steel beam overhanging section 4 of the steel-supported small frame cylinder, an outer ring steel beam 5 of the steel-supported small frame cylinder, an inner ring steel beam 6 of the steel-supported small frame cylinder, an overhanging end circumferential steel beam 7 of the steel-supported small frame cylinder, a radial support 8 of the steel-supported small frame cylinder, and an outer ring support 9 of the steel-supported small frame cylinder, so as to form a lateral force resistant core support framework monomer; in the small frame cylinder of single steel support, the outer arc position is respectively an inner arc frame column 2 of a steel support small frame cylinder and an outer arc frame column 1 of the steel support small frame cylinder, a radial steel beam frame cylinder section 3 of the steel support small frame cylinder is arranged between the inner arc frame column 2 of the steel support small frame cylinder and the outer arc frame column 1 of the steel support small frame cylinder, a radial steel beam overhanging section 4 of the steel support small frame cylinder is arranged at the inner side of the inner arc frame column 2 of the steel support small frame cylinder, an outer ring steel beam 5 of the steel support small frame cylinder is arranged at the outer ring position of the radial steel beam frame cylinder section 3 of the steel support small frame cylinder, an inner ring steel beam 6 of the steel support small frame cylinder is arranged at the inner ring position of the radial steel beam frame cylinder section 3 of the steel support small frame cylinder, an overhanging end circumferential steel beam 7 of the steel support small frame cylinder is arranged at the inner end of the radial steel beam overhanging section 4 of the steel support small frame cylinder, and two sides and the outer ring position in the radial steel beam frame cylinder section 3 of the steel support small frame cylinder are respectively provided with a radial support 8 of the steel support small frame cylinder and an outer ring 9 of the steel support small frame cylinder.
As shown in fig. 1b and fig. 6a to fig. 6d, the radial supports 8 of the steel support small frame cylinder and the outer ring supports 9 of the steel support small frame cylinder are respectively arranged at two sides and outer ring positions in the radial steel beam frame cylinder section 3 of the steel support small frame cylinder, the support structure is in various forms such as herringbone, single inclined rod or cross-shaped, and the included angle between the support and the horizontal steel beam is generally 30-60 degrees; the radial support 8 of the small steel support frame cylinder is used for forming radial lateral stiffness and partially resisting horizontal external thrust caused by a vertical arc; the annular support 9 of the small frame cylinder of the steel support part is used for forming annular lateral stiffness and partially resisting plane torsion of the whole system; the inner ring position in the radial steel beam frame tube section 3 of the steel support small frame tube can be provided with no annular inner ring inclined strut for the consideration of the building passageway function; the inner overhanging section of the single steel support small frame cylinder is used as a building inner ring walkway function. In this embodiment, the support is in the form of a "chevron".
As shown in fig. 1c, 2-4 and 5a, the steel support planar frame is composed of a plurality of single steel frame planar frames symmetrically arranged along the circumferential direction for two sides, supported on the bottom base structure to form a vertical lateral force resisting auxiliary support framework, and positioned at the left and right sides of the plane to reduce the inter-column spacing between the steel frame and the support of the whole structure; the single steel support plane frame is in a single-span unidirectional steel frame-support structure form with an inner overhanging section, and comprises a steel frame-central support and a steel frame-eccentric support, and the support type of the single steel support plane frame is the same as that of the small steel support frame barrel; the vertical surface of the steel support plane frame is arranged as an arc-shaped curved surface according to the building shape. In this embodiment, a total of 4 single steel support planar frames are respectively located at the east and west sides, and the support type is a steel frame-center support type.
As shown in fig. 1c, 2-4 and 7 a-7 c, the single steel supporting planar frame includes an outer arc frame column 10, an inner arc frame column 11, a radial steel beam frame section 12, a radial steel beam overhanging section 13 and a radial support 14, which constitute a lateral force resisting auxiliary supporting frame unit; the inner and outer arc positions of the single steel supporting plane frame are respectively an inner arc frame column 11 of the steel supporting plane frame and an outer arc frame column 10 of the steel supporting plane frame, a radial steel beam frame section 12 of the steel supporting plane frame is arranged between the inner arc frame column 11 of the steel supporting plane frame and the outer arc frame column 10 of the steel supporting plane frame, a radial steel beam cantilever section 13 of the steel supporting plane frame is arranged on the inner side of the inner arc frame column 11 of the steel supporting plane frame, and a radial support 14 of the steel supporting plane frame is arranged at the radial steel beam frame section 12 of the steel supporting plane frame.
As shown in fig. 1c and fig. 7a to 7c, the single steel support plane frame is only provided with radial supports 14 of the steel support plane frame in the frame section, the support structure is in various forms such as herringbone, single inclined rod or cross shape, the included angle between the support and the horizontal steel beam is generally 30-60 degrees, and the support structure form is the same as the steel support small frame tube. In this embodiment, the support is in the form of a "chevron".
As shown in fig. 1a-1 c and 8, the steel support small frame tube and the steel support plane frame jointly form a vertical arc-shaped lateral force resistant support framework, and mainly have two support node forms, namely an inclined support node when a vertical column exists and an inclined support node when no vertical column exists, and the support node is provided with a steel truss support node stiffening plate 34 for reinforcement.
As shown in fig. 1a-1 c, 2-4, 6c and 7c, the vertical arc-shaped frame columns of the steel support small frame cylinder and the steel support plane frame are arranged to be consistent, the radian inclination angle is generally 0-20 degrees, the landing distance of the vertical arc-shaped frame columns is generally 6.0-10.0m, and the support vertical direction is arranged to be 1 group of inclined supports on each layer; the cross section of the vertical arc-shaped frame column is box-shaped, the side length of the cross section is 600-900mm, and concrete can be poured into the vertical arc-shaped frame column for reinforcement when the stress is large; the cross sections of the steel beam and the support are H-shaped, and the height of the cross section is 400-600 mm.
As shown in fig. 1d and fig. 2-4, the inner and outer ring circumferential steel beams include an inner ring circumferential rigid-connection steel beam 16 and an outer ring circumferential rigid-connection steel beam 15, which are respectively located at the inner ring and the outer ring, and are used for rigidly connecting the steel support small frame cylinder, the steel support plane frame and the unsupported steel beam column along the circumferential ring; due to the influence of the building shape with the arc-shaped facade appearance, the height of each floor can be acted by outward horizontal thrust, and partial horizontal external thrust can be effectively counteracted by properly strengthening the cross sections (the area and the bending rigidity) of the inner ring peripheral rigid steel beam 16 and the outer ring peripheral rigid steel beam 15, so that the requirement of the lateral rigidity resistance of the whole system is met.
The length of the maximum outer ring steel beam is generally 8-12m, and the length of the minimum inner ring steel beam is generally 6-8 m; the cross section of the steel beam is H-shaped, and the height of the cross section is generally 500-700 mm.
As shown in fig. 1e, fig. 2-4 and fig. 5b, the unsupported steel beam column includes an unsupported frame column 17, a radial frame beam 18 and an overhanging end annular hinged beam 19, which are mainly used as a floor vertical load bearing system member and respectively play roles in reducing column span, floor support and overhanging section closure; the non-support frame column 17 is positioned between the steel support small frame cylinder and the steel support plane frame and is also an auxiliary vertical lateral force resisting component; the radial frame beams 18 are connected between the non-support frame columns 17 and extend towards the inner side to form overhanging sections, and the end parts of the overhanging sections extending towards the inner side of the radial frame beams 18 are connected with the annular hinged beams 19 at the overhanging ends.
As shown in fig. 1g and fig. 3 to fig. 4, the roof transfer truss is located on top of the steel frame-supporting structure, and includes an outer arc frame column 20 of the roof transfer truss, a radial cross-layer batter post 21 of the roof transfer truss, an annular batter web 22 of the roof transfer truss, a radial steel beam 23 of the roof transfer truss, and a small upper lifting steel column 24 of the roof transfer truss; the outer arc position of the roof conversion truss is an outer arc frame column 20 of the roof conversion truss, a circumferential diagonal web member 22 of the roof conversion truss is arranged between the outer arc frame columns 20 of the roof conversion truss along the circumferential direction, the top ends of the upper end of the outer arc frame column 20 and the inner arc frame column (an inner arc frame column 2 of a steel support small frame cylinder, an inner arc frame column 11 of a steel support plane frame and an inner arc frame column without a support frame column 17) of the roof conversion truss are connected with a radial cross-layer diagonal column 21 of the roof conversion truss, a radial steel beam 23 of the roof conversion truss is arranged at the middle height of the outer arc frame column 20 of the roof conversion truss and the radial transmission diagonal column 21 of the roof conversion truss to form a middle floor, and the middle floor is supported by lifting a small steel column 24 of the roof conversion truss on the top end of the inner arc frame column.
As shown in fig. 1g, 2-4, the roof conversion truss is provided with radial layer-penetrating inclined columns 21 for each radial roof truss and circumferential inclined web members 22 for the roof conversion truss arranged circumferentially, so as to realize structural connection and reinforcement between a roof steel frame and a support, and simultaneously serve as a support structure of a single-layer dome reticulated shell; the supporting form of the circumferential inclined web members 22 of the roof conversion truss is various forms such as herringbone, single inclined rod or cross, and the included angle between the support and the horizontal steel beam is generally 30-60 degrees; the local floor is vertically supported by small raised steel columns 24 of the roof transfer truss on the inside. In this embodiment, the support is in the form of a "chevron".
As shown in fig. 1f, fig. 2-fig. 4, fig. 5c and fig. 9, the single-layer dome net shell is positioned on the top of the inner through atrium, and is a single-layer net shell roof structure, and comprises a circumferential rod 25 of the single-layer dome net shell, a radial rod 26 of the single-layer dome net shell and a diagonal web rod 27 of the single-layer dome net shell; the annular rods 25 of the single-layer dome reticulated shell are perpendicularly connected with the radial rods 26 of the single-layer dome reticulated shell, the inclined web members 27 of the single-layer dome reticulated shell are arranged between the adjacent rings of the annular rods 25 of the single-layer dome reticulated shell, the single-layer dome reticulated shell is supported on the roof conversion truss through the support nodes 28 of the single-layer dome reticulated shell, and the support nodes are reinforced through the support node stiffening plates 35 of the conversion truss. In this embodiment, the single-layer dome reticulated shell is a kevlar spherical single-layer reticulated shell.
The members of the single dome reticulated shell are box-shaped in cross-section and have a cross-sectional height determined by the span 1/20-1/10, typically 200-400 mm.
As shown in fig. 1h, 3-4, the bottom base structure is located at the bottom, and includes a frame column 29 of the bottom base structure, a circumferential frame beam 30 of the bottom base structure, a radial frame beam 31 of the bottom base structure, and an inclined support 32 of the bottom base structure; the circumferential position of the bottom base structure is a circumferential frame beam 30 of the bottom base structure, the circumferential frame beam 30 of the bottom base structure is vertically connected with a radial frame beam 31 of the bottom base structure, and a frame column 29 of the bottom base structure is arranged at the joint of the circumferential frame beam 30 of the bottom base structure and the radial frame beam 31 of the bottom base structure; an inclined support 32 of the bottom base structure is arranged between the small steel support frame cylinder at the upper part and the frame column 29 of the bottom base structure at the position of the steel support plane frame corresponding to the plane; the bottom base structure is used as a vertical support conversion structure of a steel frame-support bottom, and the overall rigidity of the base structure is improved through the arrangement of full-range floor beam column structures; the support structure form of the diagonal braces 32 of the bottom foundation structure may also be replaced with a shear wall support structure form.
The support form of the steel support small frame cylinder and the steel support plane frame, the penetrating layer number of the inclined columns, the inclined angle of the vertical arc inclined column, the plane position arrangement, the inclined support form of the roof conversion truss and the single-layer dome latticed shell structure form can be properly adjusted according to the requirements of building shapes, functional spaces, high-rise court spans and boundary conditions, and the composition and the forming mode of each part of the vertical arc steel frame-support based double-ring combined super-high-rise structure can not be influenced.
Example two
As shown in fig. 10, the specific components of the vertical arc steel frame-support based double-ring combined super high-rise structure have the following steps:
s1, forming a single steel support small frame cylinder by an outer arc frame column 1 of the steel support small frame cylinder, an inner arc frame column 2 of the steel support small frame cylinder, a radial steel beam frame cylinder section 3 of the steel support small frame cylinder, a radial steel beam overhanging section 4 of the steel support small frame cylinder, an outer ring steel beam 5 of the steel support small frame cylinder, an inner ring steel beam 6 of the steel support small frame cylinder, an overhanging end annular steel beam 7 of the steel support small frame cylinder, a radial support 8 of the steel support small frame cylinder and an outer ring support 9 of the steel support small frame cylinder;
s2, forming a single steel supporting plane frame by the outer arc frame column 10 of the steel supporting plane frame, the inner arc frame column 11 of the steel supporting plane frame, the radial steel beam frame section 12 of the steel supporting plane frame, the radial steel beam overhanging section 13 of the steel supporting plane frame and the radial support 14 of the steel supporting plane frame;
s3, based on the central positioning point 33, the single steel support small frame cylinder of the step S1 is axially symmetrical along the annular direction and supported on the base structure to form a lateral force resistant core support framework; a single steel support plane frame of step S2 is supported on the bottom base structure symmetrically along the circumferential direction based on the central positioning point 33 to form an auxiliary support frame for resisting lateral force;
s4, arranging the lateral force resisting core supporting framework and the lateral force resisting auxiliary supporting framework at intervals to form a vertical lateral force resisting supporting structure, and arranging truss node stiffening plates 34 at truss nodes for reinforcement;
s5, carrying out periphery rigid connection on the small steel support frame barrel, the steel support plane frame and the non-support frame column 17 which are generated in the step S3 through the steel beam 15 rigid connected on the periphery of the outer ring and the steel beam 16 rigid connected on the periphery of the inner ring along the plane outer ring and the plane inner ring respectively to form a whole;
s6, forming an unsupported steel beam column by the unsupported frame column 17, the radial frame beam 18 and the overhanging end annular hinged beam 19;
s7, forming the roof conversion truss by the outer arc frame column 20 of the roof conversion truss, the radial cross-layer batter post 21 of the roof conversion truss, the annular diagonal web member 22 of the roof conversion truss, the radial steel beam 23 of the roof conversion truss and the small uplift steel column 24 of the roof conversion truss, and connecting and supporting the top of the vertical lateral force resisting support structure generated in the step S4;
s8, forming a single-layer dome reticulated shell by the annular rod 25 of the single-layer dome reticulated shell, the radial rod 26 of the single-layer dome reticulated shell and the diagonal web members 27 of the single-layer dome reticulated shell, and supporting the single-layer dome reticulated shell on the roof conversion truss generated in the step S7 through the support nodes 28 of the single-layer dome reticulated shell, wherein the support nodes are reinforced through the support node stiffening plates 35 of the conversion truss;
s9, the frame column 29 of the bottom base structure, the annular frame beam 30 of the bottom base structure, the radial frame beam 31 of the bottom base structure and the inclined support 32 of the bottom base structure form the bottom base structure so as to support the upper structure generated in the steps S1-S8;
and S10, arranging the inclined support 32 or the shear wall of the bottom base structure to perform vertical conversion at the position corresponding to the plane of the steel support small frame cylinder and the steel support plane frame.
EXAMPLE III
The utility model also provides application of the vertical face arc-shaped steel frame-support-based double-ring combined super high-rise structure in design and bearing of the arc-shaped vertical face building modeling super high-rise structure system with the double-ring floor space and the inner through atrium, wherein the super high-rise structure is not less than 100 meters in structural height, and the double-ring combination is the double-ring combined floor space with the through atrium.
Compared with the defects of the prior art, the vertical face arc-shaped steel frame-support based double-ring combined super-high-rise structure provided by the utility model is based on an arc-shaped vertical face double-ring combined super-high-rise integral structure form formed by combining the steel support small frame cylinder and the steel support plane frame, annular rigid connection and roof structure conversion are carried out through the inner and outer ring circumferential steel beams and the roof conversion truss, a through-height atrium roof and bottom vertical support conversion is formed through a single-layer dome reticulated shell and a bottom base structure, an integral stress mode is formed, and the modeling and functions of the double-ring combined floor space and the arc-shaped vertical face super-high-rise building with the through-height atrium inside can be realized. The structural system has clear component modules and clear force transmission, accords with the design principle of integral stress and bearing mode, and can realize the design and bearing of the arc-shaped vertical surface super high-rise structural system of a double-ring combined floor space and an internal through-height atrium. Based on bearing performance analysis, the high bearing capacity and high lateral resistance of the vertical face arc-shaped steel frame-support based double-ring combined super high-rise structure and the advantages of the double-ring combined arc-shaped vertical face structure can be further ensured by controlling the overall performance such as the stress ratio, the lateral stiffness displacement and the torsion-resistant period ratio of the member.

Claims (8)

1. A double-ring combined super high-rise structure based on a facade arc-shaped steel frame-support is characterized in that: the steel-supported roof truss structure comprises a steel-supported small frame cylinder, a steel-supported plane frame, inner and outer ring circumferential steel beams, unsupported steel beam columns, a roof conversion truss, a single-layer dome reticulated shell and a bottom base structure;
the steel support small frame cylinder is positioned at the elevator shaft position of a building in four-corner directions of a plane, single steel support small frame cylinders with arc vertical surfaces are formed by single-span bidirectional steel frame-supports, are arranged in a circumferential direction and are supported on a bottom base structure in a biaxial symmetric manner, and a lateral force resistant core support framework consisting of a plurality of groups of single steel support small frame cylinders is formed;
the steel support plane frames are positioned on two sides of the plane and are arranged at intervals with the steel support small frame cylinders, single steel support plane frames with arc vertical surfaces are formed by single-span unidirectional steel frame supports, and are symmetrically arranged along the circumferential direction on two sides and supported on the bottom base structure to form a lateral force resistant auxiliary support framework consisting of a plurality of single steel support plane frames;
the steel beams on the inner ring and the outer ring of the small steel support frame barrel are positioned on the inner ring and the outer ring of the small steel support frame barrel, and the small steel support frame barrel, the steel support plane frame and the unsupported steel beam column are rigidly connected along the periphery;
the unsupported steel beam column comprises an unsupported frame column, a radial frame beam and an overhanging end-linked axial hinged beam which are used as members of a floor vertical load bearing system;
the roof conversion truss is positioned at the top of the steel frame-support, and is provided with a radial layer-penetrating inclined column and an annular inclined web member which are used as a connection reinforcing structure between the roof steel frame and the support and a support structure of a single-layer dome reticulated shell;
the single-layer dome reticulated shell is positioned at the top of the inner hollow atrium and is of a single-layer reticulated shell roof structure, and the periphery boundary of the single-layer dome reticulated shell is supported on the roof conversion truss;
the bottom base structure is positioned at the bottom of the steel frame and the support and is used as a vertical support conversion structure of the steel frame and the support.
2. The vertical face arc-shaped steel frame-support-based double-ring combined super high-rise structure according to claim 1, wherein: the steel support small frame cylinder consists of a plurality of groups of single steel support small frame cylinders, and is arranged around a central positioning point (33) along an annular double-shaft symmetry and supported on the bottom base structure to form a vertical lateral force resistant core support framework; each single steel support small frame cylinder is respectively positioned at the elevator shaft position of the building in the four-corner direction of the plane; the single steel support small frame cylinder is in a single-span bidirectional steel frame-support structure form with an inner overhanging section, and the vertical surface is an arc-shaped curved surface; the single steel support small frame barrel comprises an outer arc frame column (1) of the steel support small frame barrel, an inner arc frame column (2) of the steel support small frame barrel, a radial steel beam frame barrel section (3) of the steel support small frame barrel, a radial steel beam overhanging section (4) of the steel support small frame barrel, an outer ring steel beam (5) of the steel support small frame barrel, an inner ring steel beam (6) of the steel support small frame barrel, an overhanging end circumferential steel beam (7) of the steel support small frame barrel, a radial support (8) of the steel support small frame barrel and an outer ring support (9) of the steel support small frame barrel; the inner and outer arc positions of a single steel support small frame cylinder are respectively an inner arc frame column (2) of the steel support small frame cylinder and an outer arc frame column (1) of the steel support small frame cylinder, a radial steel beam frame cylinder section (3) of the steel support small frame cylinder is arranged between the inner arc frame column (2) of the steel support small frame cylinder and the outer arc frame column (1) of the steel support small frame cylinder, a radial steel beam overhanging section (4) of the steel support small frame cylinder is arranged on the inner side of the inner arc frame column (2) of the steel support small frame cylinder, an outer ring steel beam (5) of the steel support small frame cylinder is arranged on the outer ring position of the radial steel beam frame cylinder section (3) of the steel support small frame cylinder, an inner ring steel beam (6) of the steel support small frame cylinder is arranged on the inner ring position of the radial steel beam overhanging section (4) of the steel support small frame cylinder, overhanging ends (7) of the steel support small frame cylinder are arranged on the inner ring of the steel support small frame cylinder and the outer ring positions of the steel support small frame cylinder on two sides of the radial steel support small frame cylinder respectively A support (8) and an outer ring support (9) of the steel support small frame cylinder; the supporting structure of the radial support (8) of the small steel support frame cylinder and the outer ring support (9) of the small steel support frame cylinder is in a herringbone shape, a single inclined rod shape or a crossed shape, and the included angle between the support and the horizontal steel beam is 30-60 degrees.
3. The vertical face arc-shaped steel frame-support-based double-ring combined super high-rise structure according to claim 1, wherein: the steel support plane frame consists of a plurality of groups of single steel frame plane frames which are symmetrically arranged along the circumferential direction for two sides, is supported on the bottom base structure to form a vertical lateral force resistant auxiliary support framework and is positioned on the left side and the right side of the plane; the single steel support plane frame is in a single-span unidirectional steel frame-support structure form with an inner overhanging section; the vertical surface of the steel support plane frame is an arc-shaped curved surface; the single steel supporting plane frame comprises an outer arc frame column (10) of the steel supporting plane frame, an inner arc frame column (11) of the steel supporting plane frame, a radial steel beam frame section (12) of the steel supporting plane frame, a radial steel beam overhanging section (13) of the steel supporting plane frame and a radial support (14) of the steel supporting plane frame; the inner arc position and the outer arc position of a single steel supporting plane frame are respectively an inner arc frame column (11) of the steel supporting plane frame and an outer arc frame column (10) of the steel supporting plane frame, a radial steel beam frame section (12) of the steel supporting plane frame is arranged between the inner arc frame column (11) of the steel supporting plane frame and the outer arc frame column (10) of the steel supporting plane frame, a radial steel beam cantilever section (13) of the steel supporting plane frame is arranged on the inner side of the inner arc frame column (11) of the steel supporting plane frame, and a radial support (14) of the steel supporting plane frame is arranged at the radial steel beam frame section (12) of the steel supporting plane frame; the supporting structure of the radial support (14) of the steel support plane frame is in a herringbone shape, a single inclined rod shape or a crossed shape, the included angle between the support and the horizontal steel beam is 30-60 degrees, and the supporting structure is the same as the steel support small frame tube; the small steel support frame barrel and the steel support plane frame jointly form a vertical arc-shaped lateral force resisting support framework, and steel truss support node stiffening plates (34) are arranged at the inclined support nodes; the vertical surface arcs of the small steel support frame barrel and the steel support plane frame are kept consistent, the radian inclination angle is 0-20 degrees, the ground falling distance of the vertical surface arc frame column is 6.0-10.0m, and the support vertical direction is set as a group of inclined supports on each layer; the cross section of the vertical arc frame column is box-shaped; the cross sections of the steel beam and the support are H-shaped, and the height of the cross section is 400-600 mm.
4. The vertical face arc-shaped steel frame-support-based double-ring combined super high-rise structure according to claim 1, wherein: the inner ring and outer ring circumferential steel beams comprise inner ring circumferential rigid connection steel beams (16) and outer ring circumferential rigid connection steel beams (15), the inner ring and the outer ring are respectively positioned on the inner ring and the outer ring of the steel support small frame cylinder, and the steel support small frame cylinder, the steel support plane frame and the unsupported steel beam column are rigidly connected along the circumferential ring; the length of the largest outer ring steel beam is 8-12m, and the length of the smallest inner ring steel beam is 6-8 m; the cross section of the steel beam is H-shaped, and the height of the cross section is 500-700 mm.
5. The vertical face arc-shaped steel frame-support-based double-ring combined super high-rise structure according to claim 1, wherein: the unsupported steel beam column comprises an unsupported frame column (17), a radial frame beam (18) and an overhanging end-to-end hinged beam (19); wherein the non-support frame column (17) is positioned between the steel support small frame cylinder and the steel support plane frame and is also an auxiliary vertical lateral force resisting component; radial frame beams (18) are connected between the non-support frame columns (17) and extend inwards to form overhanging sections, and the end parts of the inner extending overhanging sections of the radial frame beams (18) are connected with overhanging end-to-end hinged beams (19).
6. The vertical face arc-shaped steel frame-support-based double-ring combined super high-rise structure according to claim 1, wherein: the roof conversion truss is positioned at the top of the steel frame-supporting structure and comprises an outer arc frame column (20) of the roof conversion truss, a radial layer-penetrating inclined column (21) of the roof conversion truss, an annular inclined web member (22) of the roof conversion truss, a radial steel beam (23) of the roof conversion truss and a small lifting steel column (24) of the roof conversion truss; the outer arc position of the roof conversion truss is an outer arc frame column (20) of the roof conversion truss, a circumferential diagonal web member (22) of the roof conversion truss is arranged between the outer arc frame columns (20) of the roof conversion truss along the circumferential direction, the upper end of the outer arc frame column (20) of the roof conversion truss and the top end of the inner arc frame column at the inner side are connected with a radial through-layer diagonal column (21) of the roof conversion truss, a radial steel beam (23) of the roof conversion truss is arranged at the middle height of the outer arc frame column (20) of the roof conversion truss and the radial through-layer diagonal column (21) of the roof conversion truss to form a middle floor, and the middle floor is supported by a small lifting steel column (24) which lifts the roof conversion truss at the top end of the inner arc frame column at the inner side; the support form of the annular diagonal web members (22) of the roof conversion truss is herringbone, single diagonal bar or crossed, and the included angle between the support and the horizontal steel beam is 30-60 degrees.
7. The vertical face arc-shaped steel frame-support-based double-ring combined super high-rise structure according to claim 1, wherein: the single-layer dome reticulated shell is positioned at the top of the inner hollow dome and is of a single-layer reticulated shell roof structure, and comprises a circumferential rod (25) of the single-layer dome reticulated shell, a radial rod (26) of the single-layer dome reticulated shell and a diagonal web member (27) of the single-layer dome reticulated shell; the annular rods (25) of the single-layer dome reticulated shell are vertically connected with the radial rods (26) of the single-layer dome reticulated shell, oblique web members (27) of the single-layer dome reticulated shell are arranged between adjacent rings of the annular rods (25) of the single-layer dome reticulated shell, the single-layer dome reticulated shell is supported on the roof conversion truss through support nodes (28) of the single-layer dome reticulated shell, and support node stiffening plates (35) of the conversion truss are arranged at the support nodes; the single-layer dome reticulated shell has a box-shaped cross-section and a cross-sectional height of 1/20-1/10.
8. The vertical face arc-shaped steel frame-support-based double-ring combined super high-rise structure according to claim 1, wherein: the bottom base structure comprises a frame column (29) of the bottom base structure, an annular frame beam (30) of the bottom base structure, a radial frame beam (31) of the bottom base structure and an inclined support (32) of the bottom base structure; the circumferential position of the bottom base structure is a circumferential frame beam (30) of the bottom base structure, the circumferential frame beam (30) of the bottom base structure is vertically connected with a radial frame beam (31) of the bottom base structure, and a frame column (29) of the bottom base structure is arranged at the joint of the circumferential frame beam (30) of the bottom base structure and the radial frame beam (31) of the bottom base structure; and an inclined support (32) of the bottom base structure is arranged between the small steel support frame cylinder at the upper part and the frame column (29) of the bottom base structure at the position of the corresponding plane of the steel support plane frame.
CN202120504853.4U 2021-03-09 2021-03-09 Double-ring combined super high-rise structure based on vertical face arc-shaped steel frame-support Active CN216276162U (en)

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