CN112962787B - Force opposite-impact structure - Google Patents
Force opposite-impact structure Download PDFInfo
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- CN112962787B CN112962787B CN202110474737.7A CN202110474737A CN112962787B CN 112962787 B CN112962787 B CN 112962787B CN 202110474737 A CN202110474737 A CN 202110474737A CN 112962787 B CN112962787 B CN 112962787B
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/19—Three-dimensional [3D] framework structures
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/19—Three-dimensional [3D] framework structures
- E04B1/1903—Connecting nodes specially adapted therefor
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
- E04B1/2403—Connection details of the elongated load-supporting parts
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/38—Connections for building structures in general
- E04B1/58—Connections for building structures in general of bar-shaped building elements
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04C—STRUCTURAL ELEMENTS; BUILDING MATERIALS
- E04C5/00—Reinforcing elements, e.g. for concrete; Auxiliary elements therefor
- E04C5/01—Reinforcing elements of metal, e.g. with non-structural coatings
- E04C5/06—Reinforcing elements of metal, e.g. with non-structural coatings of high bending resistance, i.e. of essentially three-dimensional [3D] extent, e.g. lattice girders
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- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/19—Three-dimensional [3D] framework structures
- E04B2001/1924—Struts specially adapted therefor
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/19—Three-dimensional [3D] framework structures
- E04B2001/1957—Details of connections between nodes and struts
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
- E04B1/2403—Connection details of the elongated load-supporting parts
- E04B2001/2406—Connection nodes
-
- E—FIXED CONSTRUCTIONS
- E04—BUILDING
- E04B—GENERAL BUILDING CONSTRUCTIONS; WALLS, e.g. PARTITIONS; ROOFS; FLOORS; CEILINGS; INSULATION OR OTHER PROTECTION OF BUILDINGS
- E04B1/00—Constructions in general; Structures which are not restricted either to walls, e.g. partitions, or floors or ceilings or roofs
- E04B1/18—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons
- E04B1/24—Structures comprising elongated load-supporting parts, e.g. columns, girders, skeletons the supporting parts consisting of metal
- E04B2001/2466—Details of the elongated load-supporting parts
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- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Physics & Mathematics (AREA)
- Electromagnetism (AREA)
- Rod-Shaped Construction Members (AREA)
Abstract
The invention discloses a force opposite-impact structure which is a 'composite truss' formed by performing system conversion on a 'frame structure' of a large bay, and mainly comprises a bottom chord (1), a top chord (2), a middle shared chord (3) and a web member (4); when each layer is stressed, the opposite impact effect can be generated on the middle shared chord (3) between every two single-layer trusses, so that the internal force of the structure is obviously reduced, even zero. Along with the increase of the truss layer number, besides the effect of force opposite impact, the truss height is objectively increased, and the high span ratio is increased, so that the bearing capacity and the rigidity of the force opposite impact structure system are greatly improved, the span is also greatly increased, and meanwhile, the material consumption can be reduced due to the reduction of the internal force, so that the whole system has the advantages of high bearing capacity, large space and low manufacturing cost, and is suitable for the construction of super high-rise and super large space structures.
Description
Technical Field
The invention belongs to the field of structural engineering, and particularly relates to a force opposite-impact structure.
Background
Conventional buildings are typically frame structures, the main components comprising columns and beams, the columns being mainly stressed and the beams being mainly bent. The size of the columns needs to be increased when the height of the building is increased, and if the column spacing is too large, the calculated span of the beams is rapidly increased, resulting in insufficient bending resistance, and a common solution is to add columns or to increase the cross-sectional size of the beams, but this results in increased construction costs, and too many columns and too large beams compress the building interior space.
The traditional frame structure taking the beams and the columns as basic components is a parallelogram structure, so that the problems of easy deformation, poor stability and the like exist, and along with the increase of the height and the span of a building, the requirements on the supporting capacity of the beams and the columns are higher, and the parallelogram structure is still adopted to bear the load, so that the rationality is less excellent and the cost is higher.
The building bears the vertical nonlinear distribution load such as earthquake, wind load and the like, so that building components need to bear larger shearing force, while the traditional floor frame is of a quadrilateral structure, and the shearing resistance is poor, so that the shearing resistance of the building components needs to be improved at a larger cost.
Currently, available land resources for large cities are limited, urban buildings are continuously developed longitudinally for maximizing the land resource utilization rate, and planning and building of the urban buildings in the future are more and more high. With the development of economy and culture, the construction of airports, high-speed rail stations, gymnasiums of various exhibition halls and the like is increasing, and the scale of the large-space structure is increasing. In summary, the construction and development of urban architecture are required to meet the requirements of practicality and safety of the architecture, while the safety, economy and the like of the traditional frame structure are greatly examined, and the development of the architecture system with higher safety and better economic index has extremely important engineering significance.
There are great advantages in converting a conventional frame structure into a truss structure. Firstly, the rod pieces of the truss structure mainly bear axial tension or compression, the structural efficiency is very high, the strength of materials can be fully utilized, the materials can be saved compared with a solid web beam when the span is large, the dead weight is lightened, the rigidity is increased, and the truss structure is almost universal for overhanging and crossing subjects of the space structure. Homogeneous truss structure generally has triangle-shaped unit, and it is known by triangle-shaped stability principle that through add the web member between traditional frame construction upper and lower floor, the number of the calculation span of roof beam and post can obtain the reduction greatly, and roof beam, post, web member etc. have jointly formed continuous, serial triangle-shaped, because of triangle-shaped has good deformability and stability, has improved the overall rigidity of structure to be difficult for taking place to warp. And when the truss is applied, the beam of the traditional frame structure acts as the chord member, and the axial force is small due to the opposite impact of the force, so that the section size can be greatly reduced. Finally, due to the existence of the web members, the shearing resistance of the vertical face is also increased, and the transverse stress performance of the structure can be improved.
At present, china is still in a rapid development period, the application prospect of super high-rise buildings and super large space structures is quite wide, the traditional frame structure is improved by adopting a mechanism with better stress performance, the structure can be safer on the premise of meeting the economic requirement, the structure has important influence on future buildings, and huge social and economic benefits can also be generated.
Disclosure of Invention
The invention fully exerts the advantages of a truss structure, provides a force opposite-impact structure, aims to solve the problems of low bearing capacity, small space utilization rate, small rigidity, high manufacturing cost and the like of the traditional frame structure, can reduce the material consumption, simultaneously realize comprehensive improvement of static force and dynamic performance of the structure, and provides a scheme with high cost performance for construction of super high-rise and super large space structures. In addition, each component of the invention can be prefabricated into a standard component by a factory, is convenient to install during site construction, and can reduce construction measure cost and project construction period.
In order to achieve the above purpose, the present invention adopts the following technical scheme:
A force opposite-impact structure is a 'superimposed truss' formed by performing system conversion on a 'frame structure' of a large bay, and mainly comprises a bottom chord, a top chord, a middle shared chord and a web member; the web members are arranged between the bottom chord member and the middle common chord member, between the top chord member and the middle common chord member and/or between the middle common chord members of two adjacent layers; when the layers are stressed, the opposite impact effect is generated by the middle common chord member and the pulling force between every two single-layer trusses, so that the internal force of the structure is obviously reduced, even zero.
In the invention, the dispersed beams are scientifically combined by adopting the structure and mechanical principle, so that the force opposite impact effect is generated, the traditional beam-column structure is converted into a truss structure, the advantages of the truss structure are fully exerted, the rigidity, the strength, the stability, the dynamic characteristics, the wind resistance and the earthquake resistance of the structure can be improved, and the construction cost of super high-rise and super large space structure construction is reduced; by adopting a steel structure, the sustainable development is facilitated; by adopting the advanced construction process, the engineering construction period can be shortened.
As a further explanation of the present invention, the web members may be classified into diagonal-bar type, diagonal-press type and triangular type according to the inclination direction thereof.
As a further illustration of the invention, the structural members are box-shaped, round-shaped, or general-purpose sections.
As a further illustration of the present invention, the components used in the construction are joined to one another by welding, riveting, bolting or bolting.
As a further illustration of the invention, the components employed in the structure may be encased or encased with concrete as desired.
The invention has the advantages that:
1. The material consumption is less, and the engineering cost is low. The axial force of the chord members shared by the upper truss and the lower truss is reduced by opposite impact, and the cross section size of the member is reduced, so that the material consumption and the manufacturing cost can be reduced, and the economy is obvious in the construction of super high-rise and super large space structures.
2. The structure has good static and dynamic performance and high rigidity. The traditional beam column structure is converted into the truss structure, so that the advantages of high truss load bearing capacity and high rigidity can be fully exerted, and the mechanical property of the whole structure is comprehensively improved.
3. The construction is convenient and the construction period is short. The force opposite impact structure mainly adopts a steel structure, the nodes are in a lattice type, the installation difficulty is low, the construction is performed after the main structure is completed, a ready-made construction platform can be used, the influence of human and weather factors can be reduced, and the construction quality can be effectively ensured.
4. The steel structure is adopted, so that the energy-saving and emission-reducing device is flexible to arrange, attractive and elegant, environment-friendly and energy-saving, and is beneficial to energy conservation, emission reduction and sustainable development.
Drawings
Fig. 1 is an arrangement of the present invention.
Fig. 2 is a schematic view of a large open frame structure.
Fig. 3 is a schematic view of a large open frame structure with web members added between two and three layers.
Fig. 4 is a schematic view of the large open frame structure with web members added between three and four layers.
Fig. 5 is a schematic view of a large open frame structure with web members added between four and five layers.
Fig. 6 is a schematic diagram of a node junction power train.
Fig. 7 is a schematic representation of the present invention after a high aspect ratio increase.
Fig. 8 is an elevation of an embodiment.
Fig. 9 is a layer 1 floor plan of an embodiment.
Fig. 10 is a 2-layer floor plan of an embodiment.
FIG. 11 is a 3-25 layer floor plan of an embodiment.
In the figure: and q-uniformly distributing load, h-layer height and L-span.
Detailed Description
The mechanical principle and the structural form of the present invention will now be described with reference to fig. 1 to 6:
1. Principle of formation and mechanics
As shown in fig. 2, a large open frame structure is provided, each layer bears a load q, the layer height is h, and the span is L.
First, a web member is added between two layers and three layers to form a first truss ABCD, the lower chord AB is pulled and the upper chord CD is pressed according to the principle of the truss, as shown in fig. 3.
Next, web members are added between the three and four layers to form a second truss CDEF and share chord CD with truss ABCD, as shown in fig. 4. At this time, the middle chord CD is used as the lower chord of the truss CDEF, and is subjected to a tensile force, while in the first truss ABCD, the chord CD is subjected to a compressive force, and on the same line, it is obvious that a force opposite impact effect is generated, so that the chord CD is subjected to a significantly reduced force, and the chord EF is subjected to a larger compressive force.
Further, web members are added between the four and five layers to form a third truss EFGH, as shown in fig. 5. Similar analysis to the above shows that the intermediate chord EF is subjected to a reduced pressure due to the force hedging effect, while the chord GH is subjected to a greater pressure.
By analogy to the top layer, the system conversion from a 'frame structure' to a 'superimposed truss' can be realized, and the superimposed truss is called a 'force hedging structure' because of the hedging effect of the force generated continuously in the forming process, as shown in fig. 1.
2. Force-receiving features
From the above analysis, the chord members in the middle region of the force-hedging structure are less stressed due to the hedging action of the force. However, as the floors increase, the high-span ratio increases continuously, the original web members with small stress also become larger gradually, because the situation that the section strain of the force hedging structure does not meet the plane section assumption can occur at the moment, and the balancing principle of the node converging power system (as shown in figure 6) is adoptedIt is known that with a reasonable design, the chord members and web members are stressed in a substantially equivalent manner, i.e. all the members are stressed more uniformly. Therefore, the structure is more reasonable. Of course, if the high-to-span ratio is further increased, the structure becomes slim (as in fig. 7), which is in turn disadvantageous for shock resistance, wind resistance and stability. At this time, other measures such as adding a shear wall structure need to be taken for solving.
3. Application scope
Because the force opposite impact structure has larger beam height, the rigidity of the floor slab has certain contribution to the structural rigidity, so the structure has high rigidity and high bending resistance, and the visible force opposite impact structure is suitable for structures with large space and high bearing capacity. Such as large-scale factory buildings, large-scale high-rise buildings, multi-layer or high-rise stadiums, three-dimensional yards and the like.
In order to illustrate the technical solution of the present invention, to show the superiority of the mechanical properties of the structure and the economical efficiency of the application in practical engineering, the present invention is further described below with reference to fig. 1 to 11 and examples (the specific embodiments herein are only specific cases of the present invention and are not limiting in other forms, and any person skilled in the art may make changes or modifications to the equivalent embodiments using the technical matters disclosed above, but all the matters based on the technical principles of the present invention, and any simple modification, equivalent changes and modifications made to the above embodiments according to the technical matters thereof are all within the scope of the patent protection of the present invention).
Examples:
A force opposite-impact structure is a 'superimposed truss' formed by performing system conversion on a 'frame structure' of a large bay, and mainly comprises a bottom chord, a top chord, a middle shared chord and a web member. When the layers are stressed, the opposite impact effect is generated by the middle common chord member and the pulling force between every two single-layer trusses, so that the internal force of the structure is obviously reduced, even zero.
Application example:
the invention is applied to the design and construction of a No. 6 building of a scientific and technological garden, the total number of layers of the building is 25, the total height is 93.6 m, and the elevation view is shown in fig. 8. One layer has no web attachment for greater space and aesthetic considerations. The whole structure is provided with shear walls in consideration of the anti-seismic requirement. The detailed planar arrangement of each floor is shown in fig. 9-11, wherein the 1-layer height is 5.4 m, and more shear walls are arranged; layer 2 is 5.4 m higher; the layer heights of 3 to 25 layers are 3.6 m, and the plane arrangement is the same.
When the design of the invention is adopted, the total consumption of structural steel is 2097.5 t, and the steel consumption per square meter is 61.5: 61.5 kg; the total concrete dosage is 9558.08 m 3, the concrete dosage per square meter is 0.28. 0.28 m 3, and the concrete dosage is shown in the following table.
By utilizing the scheme to carry out engineering construction, compared with the original scheme, the manufacturing cost of the structure is reduced by about 7.4%, the earthquake resistance and wind resistance can meet the standard requirements, and the dynamic performance of the structure is improved by 12%.
Claims (3)
1. A force hedging structure, characterized in that: the truss is a 'superimposed truss' formed by carrying out system conversion on a 'frame structure' of a large bay, and mainly comprises a bottom chord member (1), a top chord member (2), a middle shared chord member (3) and a web member (4); the web members (4) are arranged between the bottom chord member (1) and the middle common chord member (3), between the top chord member (2) and the middle common chord member (3) and/or between the middle common chord members (3) of two adjacent layers; when the stress of each layer acts, the opposite impact effect can be generated on the middle shared chord (3) between every two single-layer trusses, so that the internal force of the structure is obviously reduced, even zero;
the cross section of the structural member is box-shaped or round;
The components adopted by the structure are connected by welding, riveting, bolting or bolting.
2. The force-hedging structure according to claim 1, wherein: the web members (4) can be divided into diagonal rods and diagonal press rods according to the inclined direction.
3. The force-hedging structure according to claim 1, wherein: the components adopted by the structure are coated with or filled with concrete according to the requirement.
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| CN114541585B (en) * | 2022-02-25 | 2023-08-25 | 广西甫筑置业有限公司 | Truss structure design method based on large-space multi-layer building |
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| CN214833405U (en) * | 2021-04-29 | 2021-11-23 | 广西大学 | Force opposite punching structure |
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| RU2213185C2 (en) * | 2001-11-22 | 2003-09-27 | Самарская государственная архитектурно-строительная академия | Space truss construction |
| CN101775914B (en) * | 2010-02-10 | 2011-03-23 | 湖南大学 | Bearing structure of three-dimensional garage with energy-consumption truss lateral-resistance form vertical-lifting type high-rise steel structure |
| CN101906817A (en) * | 2010-07-13 | 2010-12-08 | 合肥中铁钢结构有限公司 | Irregular self-stress tension integral structure |
| CN202809835U (en) * | 2012-09-29 | 2013-03-20 | 江苏润鑫钢构科技有限公司 | Weak web member type ductile truss frame structure |
| CN203411888U (en) * | 2013-07-22 | 2014-01-29 | 中铁工程设计咨询集团有限公司 | Multi-gang and multi-span continuous steel truss bridge |
| CN203531134U (en) * | 2013-09-27 | 2014-04-09 | 杭州西子石川岛停车设备有限公司 | Steel structure frame of stereo garage |
| JP6312459B2 (en) * | 2014-02-18 | 2018-04-18 | 大成建設株式会社 | Truss beam construction method |
| RU2596228C1 (en) * | 2015-06-19 | 2016-09-10 | Борис Никифорович Сушенцев | Bearing structure of multistorey building structure (versions) and method of erection of multistorey long span structure |
| JP6934290B2 (en) * | 2016-10-13 | 2021-09-15 | 株式会社竹中工務店 | Truss frame |
| US20190063056A1 (en) * | 2017-08-28 | 2019-02-28 | Quest Renewables, Inc. | Systems, methods, and apparatuses for modification of the structural capacity of space frames |
| JP7055976B2 (en) * | 2018-02-06 | 2022-04-19 | 株式会社竹中工務店 | Brace structure |
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