A large space building structure and construction method

Abstract

This invention relates to a suspended large-space building structure and construction method. The suspended large-space building structure includes: corner columns; an arched support structure arranged on the long span of the building, with its two ends supported by the lower parts of the opposite corner columns; a lower frame structure, which is a multi-layered frame structure, supported on the arched support structure; a compression steel truss arranged on the long span of the building, with its two ends fixedly connected to the top of the opposite corner columns; a suspension cable system, arranged below the compression steel truss, with its two ends anchored to the two ends of the compression steel truss; an upper frame structure, which is a multi-layered frame structure, set between the lower frame structure and the compression steel truss, and suspended and supported by the suspension cable system; a first column-free large space is formed below the arch of the arched support structure; a second column-free large space is formed between the upper frame structure and the lower frame structure; and a third column-free large space is formed between the upper frame structure and the compression steel truss. This invention achieves multi-layered, large-area column-free spaces with reasonable stress distribution, excellent seismic performance, and efficient construction.

Description

Technical Field

[0001] This invention relates to the field of building structure engineering technology, specifically to a suspended large-space building structure and its construction method. Background Technology

[0002] With the rapid development of my country's economy and society and the continuous advancement of urbanization, the construction scale of large public buildings such as stadiums, convention centers, airport terminals, high-speed rail stations, and commercial complexes is constantly increasing, placing higher design requirements on building structural systems. Large-span spatial steel structures, mainly including space frame structures, grid shell structures, suspension structures, truss structures, and various combined spatial structures, have been widely used in large-space buildings. As building functions become increasingly complex, modern large-space buildings aspire to create multiple column-free large spaces at different heights, placing higher demands on roof span capacity, building headroom, the number of column-free floors, component load-bearing capacity, and overall structural stiffness. Traditional single-type spatial structures struggle to meet the needs of multi-story, multi-area column-free buildings, gradually revealing their limitations in achieving multi-story continuous column-free large spaces, optimizing overall force transmission paths, and balancing building usability headroom.

[0003] Suspended structures are an important structural form for large-space buildings and are gradually being applied to large public building projects. However, most existing suspended structures rely solely on upper components for suspension, lacking a rigid support system at the bottom, thus presenting technical shortcomings. For example, patent application CN122236187A discloses a suspended building structure and its construction method in a column-free large space. This scheme uses a suspended main beam to connect box units and suspend them inside the atrium. Although it can create a partial column-free area on the ground floor of the building, the overall force system is simple, relying only on the upper suspension for support. The achievable column-free space area is limited and cannot meet the actual engineering needs of multi-story column-free layouts in large-space buildings.

[0004] Arched structures possess excellent compressive strength, converting vertical loads into axial pressure along the arch axis, fully utilizing the compressive strength of concrete, and exhibiting good spanning capacity, making them suitable for use as substructure support components. Utility model patent CN206916942U discloses a multi-story arched building structure with ultra-large indoor spaces and no load-bearing columns. This scheme achieves a column-free space effect of 1-3 stories by combining a large arched steel-concrete frame with smaller arched frame groups. However, this structure relies solely on the arched system to achieve the column-free effect, resulting in poor adaptability to building heights and an inability to simultaneously create multiple continuous multi-story column-free large spaces, thus limiting land use efficiency and the flexibility of building layout.

[0005] Suspension structures have significant advantages such as light weight, high load-bearing efficiency, superior material utilization, and extremely strong spanning capacity. By transferring external loads through flexible cables under tension, the tensile strength of high-strength steel can be fully utilized, resulting in a self-weight per unit span that is far lower than that of traditional rigid structures.

[0006] In summary, most existing large-space building structures employ a single load-bearing mode, either simply suspended or relying solely on arch support. They lack a collaborative load-bearing system combining lower arch support with upper cable suspension, resulting in technical shortcomings such as a singular load-bearing system, difficulty in simultaneously constructing continuous column-free large spaces across multiple floors, and limited adaptability to different floor heights. Therefore, developing a novel combined structural system that integrates the tensile characteristics of suspension structures with the compressive characteristics of arch structures, forming a collaborative "lower support, upper suspension" system, along with compatible construction methods, has significant practical implications and engineering application value for large-scale public building projects. Summary of the Invention

[0007] In view of the shortcomings of the existing technology, the main purpose of this invention is to provide a suspended large-space building structure and construction method to solve the technical problems of the existing structure having a single stress form, dense internal column network, and limited large space area, so as to realize the construction of large-span, multi-story continuous column-free building space.

[0008] The technical solution of the present invention is as follows:

[0009] This invention proposes a structure for supporting large-space buildings, comprising:

[0010] prism;

[0011] An arched support is arranged on the long span side of the building, with both ends of the arched support supported by the lower part of the opposite corner columns;

[0012] The lower frame structure is a multi-layered frame structure, supported on the arched support body and connected to the corner columns;

[0013] A compression steel truss is arranged on the long span side of the building, and the two ends of the compression steel truss are respectively fixedly connected to the upper part of the opposite corner column;

[0014] The suspension cable system is installed below the compression steel truss, with both ends anchored to the two ends of the compression steel truss.

[0015] The upper frame structure is a multi-story frame structure, located between the lower frame structure and the compression steel truss, suspended and supported by the suspension cable system, and connected to the corner columns; wherein

[0016] A first column-free large space is formed below the arch of the arched support, a second column-free large space is formed between the upper frame structure and the lower frame structure, and a third column-free large space is formed between the upper frame structure and the compression steel truss.

[0017] In some embodiments, the corner column is a reinforced concrete column, a steel-concrete composite column, or a steel lattice column.

[0018] In some embodiments, the arched support includes:

[0019] A reinforced concrete arch, in the shape of an arch, spans the column-free area of ​​the bottom floor of the building and is connected and fixed to the opposite corner columns;

[0020] An open shear wall is arranged on the back of the reinforced concrete arch; the openings of the open shear wall are symmetrically opened on both sides of the reinforced concrete arch; preferably, the openings of the open shear wall are circular, elliptical or rectangular.

[0021] In some embodiments, the lower frame structure is a multi-layer frame structure with a large, column-free interior formed by the first outer columns, the first outer main beams, and the first floor beams.

[0022] In some embodiments, the upper frame structure is a multi-layer frame structure with a large, column-free interior formed by the second outer perimeter columns, the second outer perimeter main beams, and the second floor beams.

[0023] In some embodiments, the second outer column, the second outer main beam, and the second floor beam are connected to the suspension cable system at corresponding positions, so that the upper frame structure is hoisted and supported by the suspension cable system as a whole.

[0024] In some embodiments, the second peripheral column includes a support column and a hanging column. The support column is arranged above the suspension cable system, and the bottom end of the support column is connected to the suspension cable system to transfer the vertical load of each floor above the suspension cable system downward to the suspension cable system. The hanging column is arranged below the suspension cable system, and the top end of the hanging column is connected to the suspension cable system to transfer the vertical load of each floor below the suspension cable system upward to the suspension cable system.

[0025] In some embodiments, the suspension cable system includes:

[0026] The catenary cable is laid out in a catenary shape, and its two ends are hinged and anchored to the compression steel truss through pin hinge nodes.

[0027] Multiple cable hinge nodes are threaded and fixed to the catenary cable along the cable body, and each cable deep groove hinge node is hinged and fixed to the upper frame structure directly opposite it.

[0028] In some embodiments, each of the cable articulation nodes includes:

[0029] The node block has a through-slot extending upward from its bottom side to facilitate the threading of the catenary cable through its bottom side.

[0030] A baffle is disposed below the through slot and is fixedly connected to the node block;

[0031] A ball is fixed to the catenary cable and abuts against the end face of the node block to limit the node block along the axial direction of the catenary cable and prevent the node block from sliding relative to the catenary cable.

[0032] Ear plates are fixedly disposed on the outside of the node block and are used for hinged fixation with the upper frame structure.

[0033] In some embodiments, the building may also include side support beams, which are arranged at least along the short span of the building at the top of the building, with both ends of the side support beams fixedly connected to the tops of the opposite corner columns.

[0034] In some embodiments, BRB supports are also included, which are arranged in a cross or herringbone pattern between the side support beams and the corner posts.

[0035] This invention also proposes a construction method for a large-space building structure based on the above-mentioned supporting structure, comprising:

[0036] Construct corner columns at the corners of the building, completing the pouring of the corner columns or the hoisting and welding of the steel structure;

[0037] Erect the first temporary support frame to serve as load-bearing support during the forming stage of the arch support structure, and then construct the arch support structure.

[0038] Remove the first temporary support frame;

[0039] The lower frame structure is installed layer by layer from bottom to top;

[0040] The concrete for each floor of the lower frame structure is poured layer by layer from bottom to top.

[0041] Install a compression steel truss, and fix both ends of the compression steel truss to the top of the corresponding corner column respectively;

[0042] Install the suspension cable system and anchor both ends of the suspension cable system to the compression steel truss through the pin hinge joint;

[0043] A second temporary support frame is erected in the second column-free large space between the lower frame structure and the upper frame structure; and the upper frame structure is installed layer by layer from bottom to top, and the upper frame structure is connected to the catenary cable through cable hinge nodes.

[0044] The second temporary support frame was removed, and the floor concrete of each floor of the upper frame structure was poured layer by layer from bottom to top.

[0045] The advantages of this invention over the prior art are:

[0046] (1) It can realize multi-story, large-area continuous column-free building space with high space utilization. The present invention adopts a “bottom support and upper hanging” collaborative force system. The lower part relies on the arch support to support the lower frame, and the upper part relies on the hanging cable system to hang the upper frame, forming a column-free large space in many places of the building. It breaks through the limitations of single-story height and column-free floor location in traditional schemes, and can be applied to the multi-story column-free large space requirements of multi-story buildings, significantly improving land utilization and building usable area.

[0047] (2) The division of forces is clear and the material properties are fully utilized. The lower reinforced concrete arch mainly bears the compressive force, making full use of the compressive strength of concrete; the upper catenary cable mainly bears the tensile force, making full use of the tensile strength of high-strength steel. The force transmission path is simple and clear, and the overall structure is economical.

[0048] (3) Possesses internal force self-balancing characteristics, reducing the stress burden on the foundation. The upper frame structure transfers vertical loads to the catenary cables through cable hinge nodes; after being tensioned, the catenary cables generate inward horizontal and vertical components. The two ends of the catenary cables are anchored to the compression steel truss. The horizontal component of the cable is directly offset by the axial pressure of the compression steel truss itself, achieving internal self-balancing of the structure; the vertical component is transferred to the corner columns on both sides through the top compression steel truss. Thus, the corner columns mainly bear the vertical loads and do not need to bear the additional horizontal thrust from the cables and the resulting additional bending moments, significantly reducing the difficulty of designing the foundation's resistance to horizontal forces and reducing the cost of foundation engineering.

[0049] (4) Excellent seismic performance with multiple seismic defense lines. Side support beams and BRB supports are set in the short span direction, working together with the open shear wall on the arch back; under seismic action, the BRB supports can realize energy dissipation and vibration reduction, forming a multi-layered seismic defense system with graded energy dissipation, and improving the overall safety reserve of the structure.

[0050] (5) Reliable force transmission at nodes and high degree of assembly. The cable articulated nodes adopt pin-shaft articulation connection. The nodes only transmit axial force and shear force, not bending moment, and the force is clear. The components are assembled and articulated on site, which makes construction and installation convenient and can effectively improve the efficiency of on-site installation.

[0051] (6) Less investment in construction measures and higher construction efficiency. The completed lower structure can serve as the working conditions for the upper construction. Only local temporary support frames need to be set up in the column-free large space area, which greatly reduces the amount of temporary support work and lowers the cost of measures.

[0052] It should be understood that the description in the Summary of the Invention is not intended to limit the key or essential features of the embodiments of the present invention, nor is it intended to restrict the scope of the invention. Other features of the invention will become readily apparent from the following description. Furthermore, implementation of any embodiment of the present invention does not imply the simultaneous possession or achievement of multiple or all of the aforementioned beneficial effects. Attached Figure Description

[0053] To more clearly illustrate the embodiments of the present invention or the technical solutions in the prior art, the drawings used in the description of the embodiments or the prior art will be briefly introduced below. Obviously, the drawings in the following description are merely exemplary, and those skilled in the art can derive other embodiments based on the provided drawings without creative effort.

[0054] The structures, proportions, sizes, etc. illustrated in this specification are only for the purpose of assisting those skilled in the art in understanding and reading the content disclosed herein, and are not intended to limit the conditions under which the present invention can be implemented. Therefore, they have no substantial technical significance. Any modifications to the structure, changes in the proportions, or adjustments to the size, without affecting the effects and objectives that the present invention can produce, should still fall within the scope of the technical content disclosed in the present invention.

[0055] Figure 1 This is an axonometric schematic diagram of a large-space building structure according to some embodiments of the present invention;

[0056] Figure 2 This is a front view of a large-space building structure supported by a structure according to some embodiments of the present invention;

[0057] Figure 3 This is a top view of the lower or upper frame structure according to some embodiments of the present invention;

[0058] Figure 4 This is a schematic diagram of the end connection of the suspension cable system according to some embodiments of the present invention;

[0059] Figure 5 This is a front view of a cable articulated joint node according to some embodiments of the present invention;

[0060] Figure 6 This is a side view of a cable articulated joint node according to some embodiments of the present invention;

[0061] Figure 7This is a top view of a cable articulated joint node according to some embodiments of the present invention;

[0062] Figure 8 This is a schematic diagram illustrating the cross-arrangement of the side support beams and BRB supports in some embodiments of the present invention;

[0063] Figure 9 This is a schematic diagram illustrating the herringbone arrangement of the side support beams and BRB supports in some embodiments of the present invention.

[0064] Figure 10A This is a construction diagram (construction corner column) of a large-space building structure supporting some embodiments of the present invention.

[0065] Figure 10B This is a construction diagram of a large-space building structure supported by a first temporary support frame, according to some embodiments of the present invention.

[0066] Figure 10C This is a construction diagram of a large-space building structure supported by some embodiments of the present invention (removal of the first temporary support frame).

[0067] Figure 10D This is a construction diagram of a large-space building structure supported by a bracket (installation of the lower frame structure) according to some embodiments of the present invention.

[0068] Figure 10E This is a construction diagram of a large-space building structure supported by a load-bearing steel truss, according to some embodiments of the present invention.

[0069] Figure 10F This is a construction diagram of a large-space building structure supported by a suspension cable system, according to some embodiments of the present invention.

[0070] Figure 10G This is a construction diagram of a large-space building structure supported by a second temporary support frame and an upper frame structure, according to some embodiments of the present invention.

[0071] Marked in the image:

[0072] 1-corner post;

[0073] 2-Arch-shaped support structure; 201-Reinforced concrete arch; 202-Shear wall with opening;

[0074] 3-First column-free large space;

[0075] 4-Lower frame structure; 401-First outer perimeter column; 402-First outer perimeter main beam; 403-First floor beam;

[0076] 5-Compression steel truss;

[0077] 6-Suspension cable system; 601-Cabinet cable; 602-Cable articulated joint; 6021-Node block; 6022-Baffle; 6023-Cable ball; 6024-Ear plate; 6025-Pass-through groove;

[0078] 7-Upper frame structure; 701-Second outer perimeter column; 7011-Support column; 7012-Hanging column; 702-Second outer perimeter main beam; 703-Second floor beam;

[0079] 8-Second column-free large space;

[0080] 9- The third column-free large space;

[0081] 10-Side support beam;

[0082] 11-BRB support;

[0083] 12-Pin hinge joint;

[0084] 13-First temporary support frame;

[0085] 14-Second temporary support frame.

[0086] The same or corresponding marks in the diagram indicate the same or corresponding parts. Detailed Implementation

[0087] To make the objectives, technical solutions, and advantages of the embodiments of the present invention clearer, the embodiments of the present invention will be further described in detail below with reference to the accompanying drawings. Here, the illustrative embodiments and descriptions of the present invention are used to explain the present invention, but are not intended to limit the present invention.

[0088] In this invention, unless otherwise explicitly specified and limited, the terms "installation," "connection," "linking," and "fixing," etc., should be interpreted broadly. For example, they can refer to a fixed connection, a detachable connection, or an integral part; they can refer to a mechanical connection or an electrical connection; they can refer to a direct connection or an indirect connection through an intermediate medium; they can refer to the internal communication of two components or the interaction between two components. Those skilled in the art can understand the specific meaning of the above terms in this invention according to the specific circumstances.

[0089] It should be understood that the terms "comprising / including," "consisting of," or any other variations are intended to cover non-exclusive inclusion, such that a product, apparatus, process, or method that comprises a list of elements includes not only those elements but may also include, where necessary, other elements not expressly listed, or elements inherent to such a product, apparatus, process, or method. Without further limitation, an element defined by the phrases "comprising / including," "consisting of," does not exclude the presence of additional identical elements in the product, apparatus, process, or method that includes said element.

[0090] It should also be understood that the terms "upper", "lower", "front", "rear", "left", "right", "top", "bottom", "inner", "outer", etc., indicate the orientation or positional relationship based on the orientation or positional relationship shown in the accompanying drawings. They are only for the convenience of describing the present invention and simplifying the description, and do not indicate or imply that the device, component or structure referred to must have a specific orientation, be constructed or operated in a specific orientation, and should not be construed as a limitation of the present invention.

[0091] Furthermore, the terms "first" and "second" are used for descriptive purposes only and should not be construed as indicating or implying relative importance or implicitly specifying the number of technical features indicated. Thus, a feature defined as "first" or "second" may explicitly or implicitly include one or more of that feature. In the description of this invention, "a plurality of" means two or more, unless otherwise explicitly specified.

[0092] This invention proposes a suspended large-space building structure, which, compared with existing technologies, has outstanding advantages such as large column-free space, multiple floors, reasonable stress distribution, good seismic performance, short construction period, and low project cost. It is a spatial structure system with great value for engineering promotion and application.

[0093] The implementation of the present invention will be described in detail below with reference to preferred embodiments.

[0094] like Figures 1 to 9 As shown, the suspended large-space building structure includes corner columns 1, arched supports 2, lower frame structure 4, compression steel truss 5, suspension cable system 6, and upper frame structure 7.

[0095] Corner column 1 is located at the corner of the building and serves as the main vertical load-bearing component of the entire structure. Corner column 1 can be a reinforced concrete column, a steel-concrete composite column, or a steel lattice column.

[0096] In this invention, corner column 1 is a giant corner column. The giant corner column referred to in this invention is, in contrast to ordinary frame columns inside a building, a large-section vertical load-bearing component arranged at the corner of a building and bearing most of the vertical load and horizontal action.

[0097] Because in this system, the support reaction force at the arch end of the arch support 2, the vertical component force transmitted by the compression steel truss 5, and most of the vertical loads of each floor of the building are concentrated at the corner column 1, while the corner column 1 also has to bear the wind load and the horizontal action generated by the earthquake, it is necessary to use a large-section giant corner column to ensure the vertical bearing capacity and lateral stiffness.

[0098] For engineering implementation reference: For large-span public buildings to which this invention applies, the side length of the mega-corner column section is generally not less than 1200mm. The actual cross-sectional dimensions of the mega-corner column need to be determined through structural calculations in conjunction with the building span, total number of floors, and load conditions, and are not limited to the above reference values.

[0099] The arched support 2 is arranged on the long span of the building, arching across the column-free area of ​​the first floor at the bottom of the building. The two ends of the arched support 2 are supported by the lower parts of the opposite corner columns 1.

[0100] In this invention, the arch support 2 relies on its own arch structure stress characteristics to convert the upper vertical load it bears into axial pressure along the arch axis and transmit it to the corner columns 1 at both ends. There is no need to set up a ground vertical load-bearing column in the mid-span area of ​​the arch, thereby forming a first column-free large space 3 under the arch of the arch support 2, so that the entire bottom floor of the building forms a completely column-free first column-free large space 3.

[0101] In some embodiments, the arched support 2 includes a reinforced concrete arch 201 and an open shear wall 202. The reinforced concrete arch 201 spans the column-free area of ​​the bottom floor of the building in an arch shape and is connected and fixed to the opposite corner columns. As the main load-bearing component of the arched support 2, the reinforced concrete arch 201 bears the vertical load from the open shear wall 202 and the upper part, converting the load into axial pressure along the arch axis and transmitting it to the corner columns 1 at both ends, realizing a large span across the bottom floor and providing structural support conditions for the formation of the first column-free large space 3 at the bottom of the building.

[0102] The perforated shear wall 202 is fixed on the arch back of the reinforced concrete arch 201. On the one hand, the perforated shear wall 202 bears the vertical load from the lower frame structure 4 and transfers the vertical load downward to the reinforced concrete arch 201; on the other hand, as a vertical lateral force resisting member, it cooperates in bearing wind load and seismic action, and plays a role in lateral force resisting and energy dissipation and vibration reduction.

[0103] The openings of the perforated shear wall 202 are symmetrically opened on both sides of the reinforced concrete arch 201 to meet the functional requirements of building lighting and ventilation and reduce the self-weight of the structure.

[0104] Furthermore, the shape of the opening in the perforated shear wall 202 is preferably circular, elliptical, or rectangular.

[0105] The lower frame structure 4 is a multi-layer steel frame structure supported on the arched support 2. The outer end of the lower frame structure 4 is connected to the corner column 1.

[0106] In this invention, the number of floors in the lower frame structure 4 can be determined by structural calculation based on the actual load-bearing capacity of the arched support 2, and is preferably 3 to 10 floors.

[0107] In some embodiments, the lower frame structure 4 is a multi-layer steel frame structure enclosed by the first outer perimeter column 401, the first outer perimeter main beam 402 and the first floor beam 403, forming a large column-free space inside the frame.

[0108] The first outer perimeter column 401 is evenly distributed along the perimeter of each floor of the building and does not extend into the building. The bottom of the first outer perimeter column 401 is reliably connected to the shear wall 202 of the arch support 2, which can further transfer various vertical loads generated in this area of ​​the lower frame structure 4 to the reinforced concrete arch 201 below.

[0109] See Figure 3 The first outer main beam 402 is arranged in a closed enclosure along the top perimeter of each floor of the building. The first outer main beam 402 is fixedly connected to the top of the first outer column 401 of the corresponding floor, thereby constructing a vertical force transmission path from top to bottom for the lower frame structure 4.

[0110] The first floor beam 403 is arranged alternately in the horizontal and vertical directions at the top of each floor. The end of the first floor beam 403 is connected and fixed to the first outer main beam 402 to bear various vertical loads transmitted from the floor.

[0111] In this invention, no additional load-bearing columns are installed below the first floor beam 403, i.e., within the internal space of each floor. The floor load of each floor is first transferred to the first outer main beam 402 via the first floor beam 403, and then transferred by the first outer main beam 402 to the first outer column 401 and the corner column 1 respectively.

[0112] In this invention, the vertical load of the lower frame structure 4 is transferred to the arched support 2. The arched support 2 utilizes the force characteristics of the arch structure to convert the vertical load into axial pressure along the arch axis and transfer it to the corner columns 1 at both ends. Since there is no need to install ground-mounted vertical load-bearing columns in the mid-span area of ​​the arched support 2 to support the load of the upper floors, a first column-free large space 3 is formed below the arched support 2, extending through the entire ground floor.

[0113] The compression steel truss 5 is located at the top of the long span side of the building. The two ends of the compression steel truss 5 are reliably fixed to the top of the opposite corner column 1.

[0114] In this invention, the compression steel truss 5 serves as a crucial rigid balancing component of the structural system. On one hand, the compression steel truss 5 receives the downward vertical component force transmitted from the anchorage end of the subsequent suspension cable system 6, and transfers this vertical load downward to the corner columns 1 at both ends, where the corner columns 1 ultimately bear the vertical load. On the other hand, the compression steel truss 5 bears the inward horizontal component force generated by the anchorage end of the suspension cable system 6. Relying on the axial pressure formed by the compression of the truss members themselves, this horizontal component force is offset internally within the structure, achieving self-balancing of the cable horizontal force. Thus, the corner columns 1 only bear the vertical load, and the horizontal thrust generated by the suspension cable system is not transmitted to the corner columns 1 and the building foundation, reducing the design burden of the foundation's resistance to horizontal forces. At the same time, the compression steel truss 5 also provides overall ties to the top of the long span side of the building, improving the structural integrity of the building's top area.

[0115] In some embodiments, the compression steel truss 5 is a planar truss or a space truss.

[0116] The suspension cable system 6 is installed below the compression steel truss 5, with both ends anchored to the ends of the compression steel truss 5. The upper frame structure 7 is a multi-layered steel frame structure, located between the lower frame structure 4 and the compression steel truss 5, and is entirely suspended and supported by the suspension cable system 6. The outer ends of the upper frame structure 7 are also connected to the corner columns 1. A second column-free large space 8 is formed between the upper frame structure 7 and the lower frame structure 4, and a third column-free large space 9 is formed between the upper frame structure 7 and the compression steel truss 5.

[0117] In this invention, the number of layers of the upper frame structure 7 can be determined according to the load-bearing capacity of the arched support 2, preferably 3 to 10 layers.

[0118] In this invention, the majority of the vertical load of the upper frame structure 7 is borne by the suspension cable system 6, with a small portion transferred to the corner columns 1. The load of the upper frame structure 7 does not require downward vertical support members to transfer to the lower frame structure 4. Therefore, no intermediate load-bearing columns are needed between the upper frame structure 7 and the lower frame structure 4, thus forming a continuous second column-free large space 8.

[0119] Meanwhile, the upper frame structure 7 is suspended as a whole by the suspension cable system 6, and its vertical load is collected by the suspension cable system 6 and the corner columns 1. The upper end of the suspension cable system 6 is anchored to the compression steel truss 5 arranged on the top of the upper frame structure 7. Since the vertical load of the upper frame structure 7 has been suspended and borne by the suspension cable system 6 and transferred to both ends of the compression steel truss 5 and the corner columns 1, there is no need to set up vertical force-transfer columns to support the upper frame structure 7 to the compression steel truss 5 for support. Therefore, there is no need to arrange load-bearing columns in the mid-span area between the upper frame structure 7 and the compression steel truss 5, thus forming a transparent and open third column-free large space 9.

[0120] In some embodiments, the upper frame structure 7 is a multi-story steel frame structure enclosed by second outer columns 701, second outer main beams 702, and second floor beams 703, forming a large column-free space inside the frame. The second outer columns 701, second outer main beams 702, and second floor beams 703 of the upper frame structure 7 are connected to the suspension cable system 6 at corresponding positions, so that the upper frame structure 7 is entirely suspended and supported by the suspension cable system 6.

[0121] In some embodiments, the second outer column 701 includes a support column 7011 and a hanging column 7012; with the hanging cable system 6 as the boundary, the support column 7011 is provided above the hanging cable system 6, and the hanging column 7012 is provided below the hanging cable system 6.

[0122] The support column 7011 is installed above the suspension cable system 6. The bottom end of the support column 7011 is connected to the suspension cable system 6. The support column 7011 bears pressure and is used to transfer the vertical load of each floor above the suspension cable system 6 downward to the suspension cable system 6.

[0123] The suspension column 7012 is installed below the suspension cable system 6. The top of the suspension column 7012 is connected to the suspension cable system 6. The suspension column 7012 bears the tension and is used to transfer the vertical load of each floor below the suspension cable system 6 upward to the suspension cable system 6.

[0124] In this invention, the support column 7011 and the hanging column 7012 are arranged along the perimeter of the building, and no additional vertical load-bearing columns are set inside the building.

[0125] See also Figure 3 The second outer main beam 702 is arranged in a closed enclosure along the top perimeter of each floor of the building. The second outer main beam 702 is fixedly connected to the top of the second outer column 701 of the corresponding floor, thereby constructing a vertical force transmission path from top to bottom for the upper frame structure 7.

[0126] The second floor beam 703 is arranged alternately in the horizontal and vertical directions at the top of each floor. The ends of the second floor beam 703 are connected and fixed to the second outer main beam 702 to bear various vertical loads transmitted from the floor.

[0127] In this invention, the floor loads of each floor of the upper frame structure 7 are first collected and transferred to the second outer main beam 702 via the second floor beam 703. Then, the second outer main beam 702 distributes the load. Part of the load is transferred to the suspension cable system 6 through the support column 7011 and the hanging column 7012, and another part of the load is directly transferred to the corner column 1. Finally, all the vertical loads are borne by the suspension cable system 6 and the corner column 1.

[0128] In some embodiments, the suspension cable system 6 includes a catenary cable 601 and a plurality of cable articulation nodes 602. The catenary cable 601 is arranged in a catenary shape, and the two ends of the catenary cable 601 are connected by means of... Figure 4 The pin hinge node 12 shown is hinged and anchored to the end of the compression steel truss 5. The cable body and the rigid truss are connected by a hinge, which can release local bending moment and only transmit cable tension.

[0129] In some embodiments, the catenary cable 601 is made of high-strength steel strand or parallel steel wire bundle. Such components have high tensile strength and light weight, which can give full play to the mechanical advantages of high-strength materials under tension and are suitable for the stress conditions of this large-span suspension.

[0130] Multiple cable articulation nodes 602 are threaded along the cable body and fixed to the catenary cable 601. Each cable articulation node 602 is articulated and fixed to the supporting column 7011, hanging column 7012, second outer main beam 702 or second floor beam 703 of the upper frame structure 7 directly opposite it, so as to realize the load transfer between the upper frame structure 7 and the catenary cable 601.

[0131] In this invention, the number of cable articulation nodes 602 is determined by structural calculation based on the structural stress requirements and the total load of the upper frame structure 7. The nodes are arranged as symmetrically and evenly as possible along the catenary cable 601 to ensure that the catenary cable 601 is subjected to balanced forces, reduce unbalanced forces and unbalanced moments, avoid overall torsional deformation of the cable body, and prevent local overload of nodes or cable segments.

[0132] See Figures 5 to 7 Each cable articulation node 602 includes a node block 6021, a baffle 6022, a cable ball 6023, and an ear plate 6024. The node block 6021 is the main load-bearing component of the articulation node. A through groove 6025 extending upward from the bottom side of the node block 6021 is provided, which facilitates the insertion of the catenary cable 601 into the groove from the bottom side of the node block 6021 during the construction phase, reducing the difficulty of high-altitude assembly operations.

[0133] Preferably, the threading slots 6025 are configured in pairs, with two catenary cables 601 corresponding to each other. The two catenary cables 601 are respectively threaded into the corresponding threading slots 6025. The symmetrical arrangement of the two cables ensures that the cable articulation node 602 is subjected to balanced force, suppresses the torsional eccentricity effect of the node, and maintains the overall stability of the suspension cable system.

[0134] The baffle 6022 is disposed below the through groove 6025 and is fixedly connected to the node block 6021 to form a constraint and closure on the lower side of the through groove 6025.

[0135] The cable ball 6023 is fixed on the catenary cable 601 and deforms synchronously with the cable under stress. The cable ball 6023 abuts against the end face of the node block 6021 and is used to limit and constrain the node block 6021 along the axial direction of the catenary cable 601, preventing the node block 6021 from sliding axially relative to the catenary cable 601 during the process of the cable being under tension and the structure deforming, thus ensuring the spatial stability of each connection node.

[0136] In this invention, the outer diameter of the cable ball 6023 is larger than the width of the slot 6025 on the node block 6021. The cable ball 6023 abuts against the end face of the node block 6021 and together with the baffle 6022 forms a mechanical limit, which is used to limit and constrain the node block 6021 along the axial direction of the catenary cable 601, preventing the node block 6021 from axially sliding relative to the catenary cable 601 during the process of cable tension and structural deformation, preventing the catenary cable 601 from slipping out of the slot 6025, and ensuring the spatial stability of each connection node.

[0137] In this invention, the fixing method of the cable ball 6023 is not unique, as long as it can achieve axial limiting of the node block 6021. The cable ball 6023 can be fixed to the catenary cable 601 by means of cast anchor fixing, clamp clamping, etc. In actual engineering, the type can be selected and determined according to the cable specifications, stress conditions and construction conditions.

[0138] Ear plates 6024 are fixedly mounted on the outer wall of node block 6021. Pin holes are provided on ear plates 6024 for hinged connection to the support columns 7011, hanging columns 7012, second outer main beam 702, or second floor beam 703 of the upper frame structure 7 via pins. This hinged connection only transmits axial force and shear force, not bending moment, and can accommodate the angular rotation deformation generated during the operation of the catenary cable 601. Ear plates that do not need to participate in the connection can be removed according to the on-site component layout requirements, retaining only the ear plates at the corresponding connection positions to meet assembly needs.

[0139] Furthermore, node block 6021 is preferably a cuboid node block. Baffle 6022 is fixedly connected to the cuboid node block by a single-sided bolt.

[0140] The four sides of the cuboid node block are each provided with paired ear plates 6024. Each ear plate 6024 has pin holes for hinged connection to the support columns 7011, hanging columns 7012, second outer main beam 702, or second floor beam 703 of the upper frame structure 7. Depending on the actual connection requirements, when the catenary cable 601 intersects only some of the aforementioned components, the cable hinge node 602 can have excess ear plates 6024 removed, retaining only the ear plates 6024 in the required connection direction.

[0141] In some embodiments, the suspended large-space building structure also includes side support beams 10, which are arranged at least along the short span side of the building at the top of the building.

[0142] See Figure 8 , Figure 9 In this embodiment, the side support beams 10 are simultaneously arranged at the top and middle of the building, and the two ends of the side support beams 10 are fixedly connected to the corresponding elevation positions of the opposite corner columns 1. The side support beams 10 form a transverse tie to the corner columns 1 along the short span direction of the building, enhancing the overall integrity and lateral resistance of the structure in the short span direction, and preventing excessive inter-story deformation of the corner columns 1 in the short span direction.

[0143] Furthermore, the large-space building structure also includes BRB supports 11. The BRB supports 11 are arranged in a cross-shaped or herringbone pattern between the side support beams 10 and the corner columns 1.

[0144] Specifically, BRB supports 11 are respectively positioned between the top-mounted side support beams 10 and the middle-mounted side support beams 10, and between the middle-mounted side support beams 10 and the ground. Under frequent earthquakes, the BRB supports 11 operate elastically, providing additional lateral stiffness to the structure and controlling inter-story displacement under wind loads and minor earthquakes. Under rare earthquakes, the BRB supports 11 yield first, absorbing and dissipating seismic input energy through the axial hysteretic deformation of the core material, protecting the corner columns 1 and main load-bearing components from severe damage. The BRB supports 11, together with the open shear wall 202, form multiple seismic defense lines, significantly improving the overall seismic performance and energy dissipation capacity of the structure in the short span direction, and reducing the degree of damage to the structure under strong earthquakes.

[0145] This suspended large-space building structure, through the coordinated force-bearing of the aforementioned components, forms a multi-layered column-free space combination, unlike conventional large-space buildings which can only achieve a single-layer column-free space. The arched support body forms the first column-free large space; the lower and upper frame structures form the second column-free large space; and the upper frame structure and the top compression steel truss form the third column-free large space. All three of these are completely column-free floors with open clearance, and no vertical support components are installed inside the floors. Simultaneously, the intermediate floors of the lower and upper frame structures themselves form internal column-free floors, with only supporting columns or hanging columns on the exterior of the building. This invention combines multiple layers of completely column-free large spaces with multiple sets of internal column-free floors to construct a multi-layered, three-dimensional column-free space system, adaptable to various usage scenarios of large-space buildings, and meeting the needs for multi-functional layouts and flexible floor plan partitioning within the building.

[0146] This invention also proposes a construction method for the aforementioned large-space building structure with supporting structure. This construction method has simple procedures and controllable stress, and can be precisely adapted to the forming requirements of the multi-layer, three-dimensional, column-free large space structure, effectively ensuring the forming accuracy and overall stress stability of the structure. The specific construction steps are as follows:

[0147] Step 1, see Figure 10A Construction of corner column 1 at the corner of the building, including the pouring or steel structure hoisting and welding of corner column 1.

[0148] Specifically, corner columns 1 are constructed at the four corners of the building. Depending on the structural form of corner columns 1, the corresponding rebar binding, formwork support, and concrete pouring are completed, or the steel components are hoisted, aligned, and welded. The verticality and forming accuracy of corner columns 1 are strictly controlled to ensure that the vertical bearing capacity and lateral stiffness of corner columns 1 meet the overall structural stress design requirements, providing a reliable vertical support foundation for all upper structural components.

[0149] Step 2, see Figure 10B The first temporary support frame 13 is erected to serve as the load-bearing support for the arch support 2 during its forming stage, and the arch support 2 is constructed.

[0150] Specifically, a first temporary support frame 13 is erected in the construction area of ​​the arch support 2 at the bottom of the building. The first temporary support frame 13 serves as a temporary load-bearing support structure during the forming stage of the arch support 2, bearing the self-weight and construction load of the arch component during construction. The overall construction and forming of the arch support 2 is completed by relying on the first temporary support frame 13, and the pouring of the reinforced concrete arch 201 and the arch back opening shear wall 202 are completed in sequence.

[0151] Furthermore, after the arch support 2 is constructed and formed, the installation of the side support beam 10 and BRB support 11 is carried out. First, the side support beam 10 is hoisted, and the two ends of the side support beam 10 are respectively positioned, aligned and welded to the top of the corresponding corner column 1. After the side support beam 10 is installed and the weld quality is inspected, the BRB support 11 is hoisted and installed. The two ends of the BRB support 11 are respectively hinged and fixed between the side support beam 10 and the corner column 1 to form a cross or herringbone arrangement of lateral energy dissipation support system, which improves the lateral stiffness of the structure in the short span direction and the energy dissipation capacity under rare earthquake action.

[0152] Step 3, see Figure 10C Remove the first temporary support frame 13.

[0153] Specifically, once the overall concrete strength of the arch support 2 reaches the design strength requirement and the structure itself has independent bearing capacity, the first temporary support frame 13 erected at the bottom is removed, so that the arch support 2 officially enters the working state of bearing load and relies on its own arch structure to bear the subsequent construction load of the upper part, thus completing the formation and construction of the first column-free large space 3 at the bottom of the building.

[0154] Step 4, see Figure 10D The lower frame structure 4 is installed layer by layer from bottom to top.

[0155] Specifically, using the formed arched support 2 as the lower support foundation, the lower frame structure 4 is installed layer by layer from bottom to top. The first outer column 401, the first outer main beam 402, and the first floor beam 403 of the lower frame structure 4 are aligned and installed in sequence. The whole process follows the principle of layer-by-layer construction and layer-by-layer forming to ensure the integrity of the construction of the lower frame structure 4 and the integrity of the frame.

[0156] Step 5: Pour the concrete for each floor of the lower frame structure from bottom to top.

[0157] Specifically, after the frame components of each floor of the lower frame structure 4 are installed and formed as a whole, the floor concrete of each floor of the lower frame structure 4 is poured from bottom to top and cured to the design strength, so that the lower frame structure 4 forms a complete overall frame load-bearing system, and its own floor load is orderly transferred to the lower arched support 2 through the first outer column 401 and the corner column 1.

[0158] Step Six, see Figure 10E Install the compression steel truss 5, and fix both ends of the compression steel truss 5 to the top of the corresponding corner column 1.

[0159] Specifically, a compression steel truss 5 is hoisted and installed at the top of the building. After precise alignment, the two ends of the compression steel truss 5 are reliably fixed to the tops of two oppositely arranged corner columns 1, so that the compression steel truss 5 is erected on the top of the long span side of the building, forming the anchor support base for the subsequent suspension cable system 6, and at the same time realizing the overall connection of the building's top structure.

[0160] Step 7, see Figure 10F The suspension cable system 6 is installed, and both ends of the suspension cable system 6 are hinged and anchored to the compression steel truss 5 through the pin hinge joint.

[0161] Specifically, a suspension cable system 6 is installed in the area below the compression steel truss 5. The two ends of the catenary cable 601 in the suspension cable system 6 are hinged and anchored to the two ends of the compression steel truss 5 through pin hinge nodes, thus completing the positioning and installation of the catenary cable 601. No separate pre-tensioning process is required. Subsequently, the catenary cable can be naturally stabilized by the self-weight of the upper frame structure 7.

[0162] Step 8, see Figure 10G A second temporary support frame 14 is erected at the second column-free large space 8 between the lower frame structure 4 and the upper frame structure 7; and the upper frame structure 7 is installed layer by layer from bottom to top, and the upper frame structure 7 is connected to the catenary cable 601 by the cable hinge node 602.

[0163] Specifically, a second temporary support frame 14 is erected in the second column-free large space 8 area between the lower frame structure 4 and the upper frame structure 7 as a temporary load-bearing carrier during the installation of the upper frame structure 7. Subsequently, the upper frame structure 7 is installed layer by layer from bottom to top. During the construction process of assembling the second outer columns 701, support columns 7011, hanging columns 7012, second outer main beams 702, and second floor beams 703 layer by layer, matching ear plates are pre-set at the connection positions of the corresponding cable hinge nodes 602 of each component. The ear plates of each component are precisely hinged and fixed to the cable hinge nodes 602 by pins, so that the upper frame components such as the second outer columns 701, support columns 7011, hanging columns 7012, second outer main beams 702, and second floor beams 703 form a reliable hinged connection with the catenary cable 601, realizing the synchronous alignment and assembly of the upper frame structure 7 and the suspension cable system 6, and the integrated molding construction.

[0164] Step 9: Remove the second temporary support frame 14 and pour the floor concrete of each floor of the upper frame structure 7 from bottom to top.

[0165] Specifically, after all the frame components of the upper frame structure 7 are installed in place and the hinged connection nodes are reliably fixed, the second temporary support frame 14 erected in the second column-free large space 8 is removed, so that the overall load of the upper frame structure 7 is borne by the suspension cable system 6 and transferred to the top compression steel truss 5 and the corner columns 1 at both ends through the suspension cable system 6, and finally a transparent third column-free large space 9 is formed between the upper frame structure 7 and the compression steel truss 5; finally, the floor concrete of each floor of the upper frame structure 7 is poured from bottom to top, cured and shaped, and the construction of the overall suspended large space building structure is finally completed.

[0166] It will be readily understood by those skilled in the art that, without conflict, the above-mentioned preferred solutions can be freely combined and superimposed.

[0167] The above description is only a preferred embodiment of the present invention and is not intended to limit the present invention. Any modifications, equivalent substitutions, and improvements made within the spirit and principles of the present invention should be included within the protection scope of the present invention.

Claims

1. A structure for supporting large-space buildings, characterized in that, include: prism; An arched support is arranged on the long span side of the building, with both ends of the arched support supported by the lower part of the opposite corner columns; The lower frame structure is a multi-layered frame structure, supported on the arched support body and connected to the corner columns; A compression steel truss is arranged on the long span side of the building, and the two ends of the compression steel truss are respectively fixedly connected to the upper part of the opposite corner column; The suspension cable system is installed below the compression steel truss, with both ends anchored to the two ends of the compression steel truss. The upper frame structure is a multi-story frame structure, located between the lower frame structure and the compression steel truss, suspended and supported by the suspension cable system, and connected to the corner columns; wherein A first column-free large space is formed below the arch of the arched support, a second column-free large space is formed between the upper frame structure and the lower frame structure, and a third column-free large space is formed between the upper frame structure and the compression steel truss.

2. The suspended large-space building structure according to claim 1, characterized in that, The arched support includes: A reinforced concrete arch, in the shape of an arch, spans the column-free area of ​​the bottom floor of the building and is connected and fixed to the opposite corner columns; An open shear wall is arranged on the back of the reinforced concrete arch; the openings of the open shear wall are symmetrically opened on both sides of the reinforced concrete arch; preferably, the openings of the open shear wall are circular, elliptical or rectangular.

3. The suspended large-space building structure according to claim 1, characterized in that, The lower frame structure is a multi-story frame structure with a column-free, large open space, formed by the first outer columns, the first outer main beams, and the first floor beams; and The upper frame structure is a multi-layered frame structure with a large, column-free interior, formed by the second outer perimeter columns, the second outer perimeter main beams, and the second floor beams.

4. The suspended large-space building structure according to claim 3, characterized in that, The second outer column, the second outer main beam, and the second floor beam are connected to the suspension cable system at corresponding positions so that the upper frame structure is hoisted and supported by the suspension cable system as a whole.

5. The suspended large-space building structure according to claim 3, characterized in that, The second outer column includes a support column and a suspension column. The support column is arranged above the suspension cable system, and the bottom end of the support column is connected to the suspension cable system to transfer the vertical load of each floor above the suspension cable system downward to the suspension cable system. The suspension column is installed below the suspension cable system, and the top of the suspension column is connected to the suspension cable system to transfer the vertical load of each floor below the suspension cable system upward to the suspension cable system.

6. The suspended large-space building structure according to claim 1, characterized in that, The suspension cable system includes: The catenary cable is laid out in a catenary shape, and its two ends are hinged and anchored to the compression steel truss through pin hinge nodes. Multiple cable hinge nodes are threaded and fixed to the catenary cable along the cable body, and each cable deep groove hinge node is hinged and fixed to the upper frame structure directly opposite it.

7. The suspended large-space building structure according to claim 6, characterized in that, Each of the cable articulation nodes includes: The node block has a through-slot extending upward from its bottom side to facilitate the threading of the catenary cable through its bottom side. A baffle is disposed below the through slot and is fixedly connected to the node block; A ball is fixed to the catenary cable and abuts against the end face of the node block to limit the node block along the axial direction of the catenary cable and prevent the node block from sliding relative to the catenary cable. Ear plates are fixedly disposed on the outside of the node block and are used for hinged fixation with the upper frame structure.

8. The suspended large-space building structure according to claim 1, characterized in that, It also includes side support beams, which are arranged at least along the short span side of the building at the top of the building, with both ends of the side support beams fixedly connected to the top of the opposite corner columns.

9. The suspended large-space building structure according to claim 8, characterized in that, It also includes BRB supports, which are arranged in a cross or herringbone pattern between the side support beams and the corner columns.

10. A construction method for supporting a large-space building structure according to any one of claims 1 to 9, characterized in that, include: Construct corner columns at the corners of the building, completing the pouring of the corner columns or the hoisting and welding of the steel structure; Erect the first temporary support frame to serve as load-bearing support during the forming stage of the arch support structure, and then construct the arch support structure. Remove the first temporary support frame; The lower frame structure is installed layer by layer from bottom to top; The concrete for each floor of the lower frame structure is poured layer by layer from bottom to top. Install a compression steel truss, and fix both ends of the compression steel truss to the top of the corresponding corner column respectively; Install the suspension cable system and anchor both ends of the suspension cable system to the compression steel truss through the pin hinge joint; A second temporary support frame is erected in the second column-free large space between the lower frame structure and the upper frame structure; and the upper frame structure is installed layer by layer from bottom to top, and the upper frame structure is connected to the catenary cable through cable hinge nodes. The second temporary support frame was removed, and the floor concrete of each floor of the upper frame structure was poured layer by layer from bottom to top.

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