CN101200917A - Structure of truss-string cantilever as well as uses and construction method thereof - Google Patents
Structure of truss-string cantilever as well as uses and construction method thereof Download PDFInfo
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- CN101200917A CN101200917A CNA2007103069899A CN200710306989A CN101200917A CN 101200917 A CN101200917 A CN 101200917A CN A2007103069899 A CNA2007103069899 A CN A2007103069899A CN 200710306989 A CN200710306989 A CN 200710306989A CN 101200917 A CN101200917 A CN 101200917A
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Abstract
The present invention discloses a beam string structure and an application and construction method thereof, the beam string structure comprises a cantilever 5 and a strut bar 3, the cantilever is provided with an upper cable 1 and vertical bars 2, a steadying cable 4 is arranged under the cantilever, and therefore a single-frame beam string structure 7 is formed. A bearing 6 is arranged on the end of the cantilever, which is connected with the bearing by a hinged shoe. The beam string structure provided by the present invention can array the single-frame beam string structures along an annular direction, which are connected together by ring beams to form a cantilever roof structure. The beam string structure is applied to the cantilever roof structure of a stadium. The beam string structure provided by the present invention has three advantages: (1) the one-end constraint can be realized, so that the present invention can be applied to the cantilever roof structure of the stadium; (2) the components mainly bear axial force, thus sufficiently exerting the strength of materials; (3) the structure has functions of self regulation and self protection.
Description
Technical field
The present invention relates to the construction steel structure field, particularly a kind ofly can be used for structure of truss-string cantilever and application and the job practices that coliseum is chosen fluffy structure.
Background technology
How girder steel is one of most important load-carrying member in the structural steelwork, because the rigidity of beam is directly proportional with the cube of span, the rigidity that therefore effectively improves long-span beams is one of supporting capacity major issue that to be people study always.Tension string beam structure is at first proposed in the early 1980s by Nihon University M.Saitoh professor, and being described as at that time " connects bending resistance compressed member and tension member and the self equilibrium systems that forms with strut ".Since professor M.Saitoh proposes this novel hybrid spatial form of tension string beam structure, many application have been obtained.Engineerings such as the Pudong International Airport in Shanghai of China, Guangzhou International Conference and Exhibition Center have adopted tension string beam structure.
The tension string beam structure that the M.Saitoh professor is proposed applies prestressing force on the basis of simply supported beam and depression bar obtains, and bilateral supporting must be provided.Choose fluffy structure for coliseum, both sides all are that simple supported edge is not all right, because the bearing post of a side can stop spectators' sight line.So at present coliseum being chosen fluffy structure does not also have a kind of desirable tension string beam structure.
Summary of the invention
The objective of the invention is provides a kind of good stress performance that has for the deficiency that solves above-mentioned technology, can give full play to material intensity, be specially adapted to make up a kind of structure of truss-string cantilever and application and the job practices that coliseum is chosen fluffy structure.
In order to achieve the above object, a kind of structure of truss-string cantilever that the present invention is designed, it comprises semi girder and depression bar, semi girder is provided with wind up rope and montant, is provided with steadying line in the semi girder bottom, constitutes single Pin structure of truss-string cantilever thus.The end of semi girder is provided with bearing, and the end of semi girder is that hinged-support is connected with bearing.
A kind of structure of truss-string cantilever provided by the invention can be with single Pin truss-string cantilever along circumferential array, and links to each other with ring beam, constitutes and chooses fluffy structure.
Above-mentioned structure of truss-string cantilever is applied to the stadium to be chosen in the fluffy structure.When be used to build by many Pin truss-string cantilever form choose fluffy structure the time, the job practices of described a kind of structure of truss-string cantilever is at first semi girder, montant, depression bar and the rope that winds up to be made and installation in position according to the size after being shaped; With hoop member ring beam each Pin structure of truss-string cantilever is joined together to form integral body afterwards; At last, steadying line and apply prestressing force to the design value of thrust of determining is installed.
When structure was born downward load, drag-line bore pulling force, and depression bar bears pressure, acting in conjunction opposing cantilever end moment of flexure, and the pulling force in the rope is passed to the basis by continuous rope, and Path of Force Transfer is as shown in Figure 5.Compare with semi girder, when being subjected to the line load of downward 1kN/m on the semi girder, analysis can get the moment of flexure that cantilever end bears in the truss-string cantilever and only be 1/10 of semi girder; The moment of flexure about 90% that load produces is converted into drag-line pulling force and depression bar pressure, has obviously improved the stress performance of structure, gives full play to the intensity of material.When being subjected to the wind load suction that makes progress, the moment of flexure of semi girder end nearly 80% is converted into the pulling force of steadying line, has reached the purpose of giving full play to the different component advantage equally, has improved the stress performance of structure, and its Path of Force Transfer as shown in Figure 6.
The end of semi girder is that hinged-support is connected with bearing; when structure was subjected to earthquake, typhoon, blast etc. and meets load by chance, structure can be rotated at the hinged-support place, can will meet the energy transmission and the conversion of load by chance; alleviate of the impact failure of these loads greatly, the self-protection of implementation structure to structure.
Compare with background technology, structure of truss-string cantilever proposed by the invention has the following advantages:
(1). can realize end constraint, can be used for the stadium like this and choose in the fluffy structure.
(2). member is given full play to the intensity of material to bear a power;
(3). structure has self-control, the function of self-protection.
Description of drawings
Fig. 1 structure of truss-string cantilever schematic diagram;
Fluffy structural representation is chosen in the stadium that Fig. 2 is made of structure of truss-string cantilever;
The Path of Force Transfer schematic diagram of structure when Fig. 3 is subjected to downward load;
The Path of Force Transfer schematic diagram of structure when Fig. 4 is subjected to make progress load;
Fig. 5 wind up rope and montant or depression bar connected node figure;
Fig. 6 is the lateral view of Fig. 5;
Fig. 7 funiculus posterior medullae spinalis and earth anchor connected node figure;
Fig. 8 is the lateral view of Fig. 7.
Wherein: the rope 1 that winds up, montant 2, depression bar 3, steadying line 4, semi girder 5, bearing 6, single Pin structure of truss-string cantilever 7, ring beam 8, funiculus posterior medullae spinalis 9, the anticorrosion steel wire 10 of double-deck PE, rope length regulating device 11, built-in connection 12.
The specific embodiment
The invention will be further described in conjunction with the accompanying drawings below by embodiment.
Embodiment 1
As shown in Figure 1, a kind of structure of truss-string cantilever that present embodiment provides, it comprises semi girder 5 and depression bar 3, semi girder 5 is provided with wind up rope 1 and montant 2, is provided with steadying line 4 in semi girder 5 bottoms, constitutes single Pin structure of truss-string cantilever 7 thus.The end of semi girder 5 is provided with bearing 6, and the end of semi girder 5 is that hinged-support is connected with bearing 6.
A kind of structure of truss-string cantilever that present embodiment provides is a kind of prestressed structure, needs to reach last shaped state by the prestressing force of wind up rope 1 and steadying line 4.Therefore, as shown in Figure 2, can be in conjunction with the concrete characteristics of this structure with single Pin truss-string cantilever 7 along circumferential array, and link to each other with ring beam 8, constitute and choose fluffy structure.Above-mentioned structure of truss-string cantilever is applied to the stadium to be chosen in the fluffy structure.Be used to build by many Pin truss-string cantilever form choose fluffy structure the time, the job practices of described a kind of structure of truss-string cantilever is at first semi girder 5, montant 2, depression bar 3 and the rope 1 that winds up to be made and installation in position according to the size after being shaped; With hoop member ring beam 8 each Pin structure of truss-string cantilever 7 is joined together to form integral body afterwards; At last, steadying line 4 and apply prestressing force to the design value of thrust of determining is installed.This job practices is by making structure obtain rigidity to the stable prestressing force that applies, so be called the job practices of stretch-draw steadying line.
Choose the collaborative work under the stretch-draw of prestressed cable of fluffy structure by the stadium that truss-string cantilever constitutes, more reasonable stress, the strength of materials is given full play to.By structure is carried out geometrical nonlinear analysis, analyzed altogether when completely striding and partly striding all carry downwards, the nonlinear stability of structure when upwards all carrying.Show: structure is when bearing downward load, and structure presents linear stress characteristic under the little situation of load, and after load increased to a certain degree, the rigidity of structure was degenerated, and displacement increases very obvious, belongs to ductile fracture.
Structure because the tension effect of steadying line makes structural table reveal splendid supporting capacity, increases at load under the situation of 10kN/m under the load action that makes progress, and structure still keeps favorable linearity.The rope that winds up this moment is in unloading phase, but owing to the initial prestressed Suo Bingwei of existence deactivates.
Structure is partly being striden under the load action, not obviously difference under its ultimate load and the uniform situation, and description architecture has good opposing unsymmetrical load ability.
Embodiment 3
Fig. 5, Fig. 6 are wind up rope 1 and montant 2 or depression bar 3 connected node figure, as shown in Figure 7, what present embodiment was described is to solve rope and bar, rope and rope connected node, considers to make repeatedly stretch-draw adjusting of drag-line in the work progress, and the present invention adopts the anticorrosion steel wire 10 of double-deck PE.Node adopts the hot-cast anchor to combine with the chill casting anchor, in the rope rope length regulating device 11 is set simultaneously, can regulate the stretch-draw value of drag-line, and this rope length regulating device 11 is to regulate the long steel bushing of rope.Its main node form such as Fig. 5, Fig. 6, Fig. 7, shown in Figure 8.Fig. 7, Fig. 8 are funiculus posterior medullae spinalis 9 and earth anchor connected node figure; When steadying line 4 is connected with semi girder 5 or post, elder generation's built-in connection 12 in beam or post, node type of attachment and Fig. 8 are basic identical afterwards.
Form of structure of the present invention makes up easily, and Path of Force Transfer is clear and definite, steel using amount economy, and whole mechanical property is good, has from reconciling and adaptive ability meeting under the load action structure by chance, and job practices is simple, so this structure is practicable outstanding structure.
Claims (5)
1. structure of truss-string cantilever, it comprises that semi girder (5) and depression bar (3) is characterized in that semi girder (5) is provided with rope that winds up (1) and montant (2), is provided with steadying line (4) in semi girder (5) bottom, constitutes single Pin structure of truss-string cantilever (7) thus.
2. a kind of structure of truss-string cantilever according to claim 1 is characterized in that the end of semi girder (5) is provided with bearing (6), and the end of semi girder (5) is that hinged-support is connected with bearing (6).
3. a kind of structure of truss-string cantilever according to claim 1 and 2 is characterized in that single Pin truss-string cantilever (7) along circumferential array, and links to each other with ring beam (8), constitutes and chooses fluffy structure.
4. the application of an above-mentioned structure of truss-string cantilever is characterized in that being applied to the stadium and chooses in the fluffy structure.
5. the job practices of a kind of structure of truss-string cantilever according to claim 3 is characterized in that at first semi girder (5), montant (2), depression bar (3) and the rope that winds up (1) being made and installation in position according to the size after being shaped; Use hoop member ring beam (8) that each Pin structure of truss-string cantilever (7) is joined together to form integral body afterwards; At last, steadying line (4) and apply prestressing force to the design value of thrust of determining is installed.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNA2007103069899A CN101200917A (en) | 2007-12-29 | 2007-12-29 | Structure of truss-string cantilever as well as uses and construction method thereof |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNA2007103069899A CN101200917A (en) | 2007-12-29 | 2007-12-29 | Structure of truss-string cantilever as well as uses and construction method thereof |
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| CN101200917A true CN101200917A (en) | 2008-06-18 |
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| CNA2007103069899A Pending CN101200917A (en) | 2007-12-29 | 2007-12-29 | Structure of truss-string cantilever as well as uses and construction method thereof |
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Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101666118B (en) * | 2009-07-22 | 2011-05-25 | 张静娜 | Multilayer sloped beam structure, construction method and application thereof |
| CN105442704A (en) * | 2015-09-25 | 2016-03-30 | 浙江精工钢结构集团有限公司 | Reinforced space truss structure and construction method for space truss structure reinforcement |
| CN110185185A (en) * | 2019-07-08 | 2019-08-30 | 同济大学建筑设计研究院(集团)有限公司 | A kind of cantilever frame space structure system |
| CN112095880A (en) * | 2020-11-09 | 2020-12-18 | 湖南大学 | Giant lattice awning structure with prestressed stay cables |
| CN112982673A (en) * | 2021-02-09 | 2021-06-18 | 清华大学建筑设计研究院有限公司 | Device and method for reducing curve prestress tension loss |
| CN113107131A (en) * | 2021-04-19 | 2021-07-13 | 浙大城市学院 | Inner ring intersected external cantilever large-span arc-shaped variable-cross-section box type steel beam structure and forming method |
-
2007
- 2007-12-29 CN CNA2007103069899A patent/CN101200917A/en active Pending
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101666118B (en) * | 2009-07-22 | 2011-05-25 | 张静娜 | Multilayer sloped beam structure, construction method and application thereof |
| CN105442704A (en) * | 2015-09-25 | 2016-03-30 | 浙江精工钢结构集团有限公司 | Reinforced space truss structure and construction method for space truss structure reinforcement |
| CN110185185A (en) * | 2019-07-08 | 2019-08-30 | 同济大学建筑设计研究院(集团)有限公司 | A kind of cantilever frame space structure system |
| CN110185185B (en) * | 2019-07-08 | 2024-03-19 | 同济大学建筑设计研究院(集团)有限公司 | Cantilever truss space structure system |
| CN112095880A (en) * | 2020-11-09 | 2020-12-18 | 湖南大学 | Giant lattice awning structure with prestressed stay cables |
| CN112095880B (en) * | 2020-11-09 | 2021-02-09 | 湖南大学 | Giant lattice awning structure with prestressed stay cables |
| CN112982673A (en) * | 2021-02-09 | 2021-06-18 | 清华大学建筑设计研究院有限公司 | Device and method for reducing curve prestress tension loss |
| CN113107131A (en) * | 2021-04-19 | 2021-07-13 | 浙大城市学院 | Inner ring intersected external cantilever large-span arc-shaped variable-cross-section box type steel beam structure and forming method |
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