CN112962787A - Force opposite punching structure - Google Patents

Force opposite punching structure Download PDF

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Publication number
CN112962787A
CN112962787A CN202110474737.7A CN202110474737A CN112962787A CN 112962787 A CN112962787 A CN 112962787A CN 202110474737 A CN202110474737 A CN 202110474737A CN 112962787 A CN112962787 A CN 112962787A
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force
chord
truss
chord member
web members
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CN202110474737.7A
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Chinese (zh)
Inventor
谢肖礼
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Guangxi University
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Guangxi University
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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 framework structures
    • 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 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
    • 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 extent, e.g. lattice girders
    • 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 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 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 hedging structure, which is an overlapped truss formed by system conversion of a frame structure between large bays, and mainly comprises a bottom chord member (1), a top chord member (2), a middle shared chord member (3) and web members (4); when all layers are stressed, the pressure and the tension at the middle common chord (3) between every two single-layer trusses can generate the opposite impact effect, so that the internal force of the structure is obviously reduced and even is zero. Along with the increase of the number of layers of the truss, in addition to the opposite impact effect of force generation, the height of the truss is objectively increased, and the high span ratio is increased, so that the bearing capacity and the rigidity of a force opposite impact structure system are greatly improved, the span of the force opposite impact structure system is also greatly increased, and the material consumption can be reduced by reducing the internal force, so that the whole system achieves 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

Force opposite punching structure
Technical Field
The invention belongs to the field of structural engineering, and particularly relates to a force hedging structure.
Background
Conventional buildings are generally frame structures, the main components of which include columns and beams, the columns being predominantly stressed and the beams being predominantly bent. When the height of the building is increased, the size of the columns needs to be increased, and when the distance between the columns is too large, the calculated span of the beam is rapidly increased, so that the bending resistance is insufficient, and at the moment, the common solution is to add columns or increase the section size of the beam, but the construction cost is increased, and too many columns and too large beams compress the internal space of the building.
The traditional frame structure using beams and columns as basic components is mostly a parallelogram structure, has the problems of easy deformation, poor stability and the like, and along with the increase of the height and span of a building, the requirement on the supporting capacity of the beams and the columns is higher, and the parallelogram structure is still adopted to bear load, so that the reasonability is less than excellent and the cost is higher.
The building needs to bear vertical nonlinear distribution loads such as earthquake, wind load and the like, so that the building member needs to bear larger shearing force, and the traditional floor frame is of a quadrilateral structure, so that the shearing resistance is poor, and the shearing resistance of the traditional floor frame is often improved at a larger cost.
At present, the available land resource of developing in big cities is very limited, and in order to maximize the utilization rate of the land resource, the urban buildings are continuously developing longitudinally, and the height of the urban buildings in the future is higher and higher. With the development of economy and culture, the construction of airports, high-speed rail stations, various exhibition halls, gymnasiums and the like is increased day by day, and the scale of the large-space structure is larger and larger. In conclusion, the construction and development of urban buildings tend to put forward higher requirements on the practicability and safety of the structure, the safety, the economical efficiency and the like of the traditional frame structure are greatly examined, and the important engineering significance is achieved for researching and developing a structure system with higher safety and better economic indexes.
There are great advantages to converting a conventional frame structure into a truss structure. Firstly, the rod piece of the truss structure mainly bears axial tension or pressure, the structural efficiency is very high, so that the strength of the material can be fully utilized, the material can be saved compared with a solid web beam when the span is large, the self weight is reduced, the rigidity is increased, and the truss structure is almost universal for the topics of cantilever and crossing of a space structure. In the same time, the truss structure generally has triangular units, and the principle of stability of the triangle can be known, after the web members are additionally arranged between the upper layer and the lower layer of the traditional frame structure, the calculation span of the beam and the number of the columns can be greatly reduced, and the beam, the columns, the web members and the like jointly form a continuous and series of triangles, so that the overall rigidity of the structure is improved because the triangles have good deformation resistance and stability, and the structure is not easy to deform. And thirdly, the upper truss and the lower truss are combined into a whole, and the axial force at the shared chord member can generate the opposite impact effect, so that the internal force of the structure is obviously reduced and even zero. 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 prospects of super high-rise buildings and super large space structures are very 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 important influence on future buildings is achieved, and huge social and economic benefits can be generated.
Disclosure of Invention
The invention gives full play to the advantages of a truss structure, provides a force hedging 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 realize comprehensive improvement of the static force and the dynamic performance of the structure while reducing the material consumption, and provides a scheme with high cost performance for the construction of an ultra-high-rise and ultra-large space structure. In addition, each component of the invention can be prefabricated into a standard component through a factory, the installation is convenient during the site construction, the construction measure cost can be reduced, and the project construction period can be shortened.
In order to achieve the purpose, the invention adopts the following technical scheme:
a force hedging structure is an overlapped truss formed by system conversion of a frame structure between large openings, and mainly comprises a bottom chord member, a top chord member, a middle shared chord member and web members; 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 each layer is stressed, the pressure and the tension at the middle common chord between every two single-layer trusses can generate an opposite impact effect, so that the internal force of the structure is obviously reduced and even is zero.
According to the invention, the structure and mechanics principles are adopted, and the dispersed beams are scientifically combined, so that the opposite impact effect of force 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 characteristic, the wind resistance and the earthquake resistance of the structure can be improved, and the construction cost of the super-high-rise and super-large space structure is reduced; by adopting a steel structure, sustainable development is facilitated; by adopting the advanced construction process, the construction period of the project can be shortened.
As a further explanation of the present invention, the web members may be classified into diagonal draw bar type, diagonal compression bar type and triangular type according to their inclination directions.
As a further explanation of the invention, the structure uses members having a box-shaped, circular or general-purpose section steel cross-section.
As a further explanation of the present invention, the structural members are connected by welding, riveting, bolting, or bolting.
As further illustration of the invention, the structural members may be encased or encased with concrete as desired.
The invention has the advantages that:
1. the material consumption is less, and the construction cost is low. The axial force of the upper truss and the lower truss sharing chord members is reduced by means of opposite impact, the section size of the member is reduced, the material consumption can be reduced, the manufacturing cost is 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 a truss structure, so that the advantages of high load bearing capacity and high rigidity of the truss can be fully exerted, and the mechanical property of the whole structure is comprehensively improved.
3. The construction is more convenient, the time limit for a project is shorter. The force hedging structure mainly adopts a steel structure, the nodes are in a lattice type, the installation difficulty is small, the construction is carried out after the main structure is completed, a ready-made construction platform can be used, the influence of human factors and weather factors can be reduced, and the construction quality can be effectively guaranteed.
4. The steel structure is adopted, so that the device can be flexibly arranged, is attractive and elegant, is green, 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 bay frame.
Fig. 3 is a schematic view of the large-bay frame structure with web members added between two and three layers.
Fig. 4 is a schematic diagram of the large-bay frame structure after web members are added between three layers and four layers.
Fig. 5 is a schematic diagram of the large-bay frame structure after web members are added between four layers and five layers.
FIG. 6 is a schematic diagram of a node intersection system.
Fig. 7 is a schematic diagram of the present invention after increasing the high aspect ratio.
Fig. 8 is an elevation view of the embodiment.
Fig. 9 is a 1-layer floor plan of the example.
Fig. 10 is a 2-layer floor plan of the example.
Figure 11 is a floor plan of the 3-25 layers of the embodiment.
In the figure: q-uniform load distribution, 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. mechanism of formation and mechanical principle
As shown in fig. 2, a large bay frame structure is shown, with each layer bearing a load q, a layer height h, and a span L.
First, web members are added between the two layers and the three layers to form a first truss ABCD, and according to the stress principle of the truss, the lower chord AB is pulled, and the upper chord CD is pressed, as shown in FIG. 3.
Next, web members are added between the three and four layers to form a second truss CDEF, and the truss ABCD shares a chord member CD, as shown in fig. 4. At this time, the middle chord CD is under tension as the lower chord of the truss CDEF, while in the first truss ABCD, the chord CD is under compression and on the same line, obviously, the opposite impact effect of force is generated, so that the stress on the chord CD is obviously reduced, and the chord EF generates larger pressure.
Further, a third truss EFGH is formed by adding web members between four and five layers, as shown in fig. 5. Similar analysis to the above shows that due to the force hedging effect, the pressure on the middle chord EF is reduced, and the chord GH generates a larger pressure.
By analogy with the top layer, the system conversion from the frame structure to the superposed truss can be realized, and the superposed truss is called as a force hedging structure as the hedging effect of force is continuously generated in the forming process, as shown in fig. 1.
2. Characteristic of force
From the above analysis, it can be seen that the chord member in the middle area of the force hedging structure is less stressed due to the hedging action of the force. However, as the number of floors increases, the high span ratio increases continuously, and the web member with small force is also gradually increased, because the force hedging structure may have a situation that the section strain does not satisfy the "flat section assumption" at this time, and the balance principle of the node intersection system (as shown in fig. 6) is adopted
Figure 161201DEST_PATH_IMAGE001
It can be known that, with the reasonable design, the stress of the chord member and the web member can be substantially equivalent, that is, the stress of all the members becomes more uniform. Therefore, the structure is more reasonable. Of course, if the pitch-span ratio is further increased, the structure becomes slender (see fig. 7), which again is detrimental to shock resistance, wind resistance and stability. At this time, other measures, such as adding a shear wall structure, are needed to solve the problem.
3. Scope of application
The structure has large beam height due to the force hedging structure, and the rigidity of the floor slab contributes to the structural rigidity to a certain extent, so the structure has large rigidity and strong bending resistance, and the visible force hedging structure is suitable for the structure with large bay and high bearing capacity. Such as large factory buildings, large-bay high-rise buildings, multi-story or high-rise stadiums, three-dimensional wharfs and the like.
For the purpose of illustrating the technical solutions of the present invention, the advantages of the structural mechanical properties and the economic benefits of practical engineering applications, the present invention will be further described with reference to fig. 1 to 11 and the following examples (the specific embodiments herein are only specific cases of the present invention, and are not intended to limit the present invention in other forms, and any person skilled in the art may change or modify the technical contents disclosed above into equivalent embodiments with equivalent changes, but all those simple modifications, equivalent changes and modifications made on the basis of the technical principles of the present invention according to the technical principles of the present invention belong to the protection scope of the present invention).
Example (b):
a force hedging structure is an overlapped truss formed by system conversion of a frame structure between large openings and mainly comprises a bottom chord member, a top chord member, a middle shared chord member and web members. When each layer is stressed, the pressure and the tension at the middle common chord between every two single-layer trusses can generate an opposite impact effect, so that the internal force of the structure is obviously reduced and even is zero.
Application example:
the invention is applied to the design and construction of No. 6 building of a science and technology park, the total number of the building is 25, the total height is 93.6 m, and the elevation view is shown in figure 8. One layer has no web members attached for greater space and aesthetic considerations. The whole structure is provided with a shear wall in consideration of the requirement of earthquake resistance. The detailed plan layout of each floor is shown in fig. 9-11, wherein 1 floor is 5.4 m high, and more shear walls are arranged; 2 layers are 5.4 m high; the layer heights of 3-25 layers are all 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 consumption of steel per square meter is 61.5 kg; the total consumption of concrete is 9558.08 m3The concrete amount per square meter is 0.28 m3The specific amounts are shown in the following table.
Figure 148794DEST_PATH_IMAGE002
When the scheme is used for engineering construction, compared with the original scheme, the manufacturing cost of the structure is reduced by about 7.4%, the anti-seismic and wind-resistant performance far meets the standard requirement, and the dynamic performance of the structure is improved by 12%.

Claims (5)

1. A force hedging structure is characterized in that: the composite truss is a superposed truss formed by carrying out system conversion on a frame structure between large spans and mainly comprises a bottom chord member (1), a top chord member (2), a middle shared chord member (3) and web members (4); the web members (4) are arranged between the bottom chord (1) and the middle common chord (3), between the top chord (2) and the middle common chord (3) and/or between the middle common chords (3) of two adjacent layers; when each layer is stressed, the pressure and the tension at the middle common chord (3) between every two single-layer trusses can generate an opposite impact effect, so that the internal force of the structure is obviously reduced and even is zero.
2. The force counteracting structure of claim 1, wherein: the web members (4) can be divided into diagonal pull rod type, diagonal pressure rod type and triangular type according to the inclination direction.
3. The force counteracting structure of claim 1, wherein: the cross section of the structural member is box-shaped or round, or is general section steel.
4. The force counteracting structure of claim 1, wherein: the structural members are connected by welding, riveting, bolting or bolting.
5. The force counteracting structure of claim 1, wherein: the structural members are externally wrapped or internally filled with concrete according to needs.
CN202110474737.7A 2021-04-29 2021-04-29 Force opposite punching structure Pending CN112962787A (en)

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Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN114541585A (en) * 2022-02-25 2022-05-27 广西甫筑置业有限公司 Truss structure design method based on large-space multi-storey building

Cited By (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN114541585A (en) * 2022-02-25 2022-05-27 广西甫筑置业有限公司 Truss structure design method based on large-space multi-storey building
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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