CN201236414Y - Shuttle shaped beam string girder structure - Google Patents
Shuttle shaped beam string girder structure Download PDFInfo
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- CN201236414Y CN201236414Y CNU2008201202941U CN200820120294U CN201236414Y CN 201236414 Y CN201236414 Y CN 201236414Y CN U2008201202941 U CNU2008201202941 U CN U2008201202941U CN 200820120294 U CN200820120294 U CN 200820120294U CN 201236414 Y CN201236414 Y CN 201236414Y
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- rope
- fusiformis
- curve
- reinforcing beam
- tension string
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Abstract
The utility model discloses a spindle beam string structure which comprises a rigid beam, a lower curved cable, an upper curved cable, lower struts, upper struts, a lower anchor device and an upper anchor device, wherein the rigid beam is in the shape of a straight beam or a curved beam upwards forming a wave crest, the lower curved cable is in the shape of a curve downwards forming a wave trough, and the upper curved cable is in the shape of a curve upwards forming a wave crest; the upper struts and the lower struts are respectively arranged among the rigid beam, the upper curved cable and the lower curved cable, the upper curved cable is anchored at both ends of the rigid beam through the lower anchor device, and the lower curved cable is anchored at both ends of the rigid beam through the upper anchor device. The utility model can resist upward, downward and horizontal loads and overcomes the defects that the transportation and observation is influenced, the roof weigh is increased, and the cross section of each strut is widened due to the arrangement of a lower cable on the prior beam string structure when an upward wind load is large.
Description
Technical field
The utility model relates to building field, relates in particular to a kind of fusiformis tension string beam structure.Specifically by stiffening member, high strength drag-line and connect a kind of self-balancing that both strut forms and open beam string structure.
Background technology
Japanese scholar M.Saitoh in 1986 have at first proposed the notion of a string beam, and have carried out theory analysis and verification experimental verification, Kato so that to the stretching force of opening the string beam effectively control inquire into.Because this kind structure has many advantages, obtained using preferably in Japan.In China, professor Liu Xiliang etc. have at first carried out the research of static(al) condition to tension string beam structure, thereby have grasped the key property of this kind structure.1999, at Pudong International Airport in Shanghai roof system tension string beam structure, China scientific research personnel was successively by theory analysis, static load and shaketalle test research, for the enforcement of this structure provides technical support.Thereupon, Chinese scholar has been done further discussion to the computational methods of tension string beam structure, at static structural analysis the unite improvement iterative method of looking for shape method and morphological analysis of geometry with power proposed, tension string beam structure is applied in the ring-type cantilever construction simultaneously, provide the form of cantilever tension string beam structure, and done the comparatively analysis of system.On this basis, at tension string beam structure, the lightest with deadweight is that the optimal design and the elastoplasticity load-displacement overall process of object function studied.Meanwhile,, carried out the seismic response Parametric Analysis, each geometric parameter of structure and prestressed influence have been discussed considering the large span tension string beam structure of row wave effect.Yet when the windward load was big, the lower edge drag-line may occur lax and deactivate.For avoiding the generation of this phenomenon, Pudong International Airport in Shanghai roof system tension string beam structure adopts downhaul to be anchored on the span centre column, influences traffic and sight.The tension string beam structure that has then adopts and strengthens the beam section size or put forward and add ratio of rise to span of winding up, thereby causes the waste in material and space.
Summary of the invention
The purpose of this utility model is to overcome the deficiencies in the prior art, and a kind of fusiformis tension string beam structure is provided.
The fusiformis tension string beam structure comprises reinforcing beam, lower curve rope, upper curve rope, lower supporting rod, last strut, goes up ground tackle, following ground tackle; Being shaped as linear beam or upwards forming the camber beam of crest of reinforcing beam, the curve that is shaped as downward formation trough of lower curve rope, the upper curve rope be shaped as the curve that upwards forms crest, be provided with lower supporting rod between reinforcing beam, the lower curve rope, be provided with strut between reinforcing beam, the upper curve rope, lower curve rope two ends are anchored on the reinforcing beam by last ground tackle, and upper curve rope two ends are anchored on the reinforcing beam by following ground tackle.
Described reinforcing beam is lattice steel member or real abdomen formula steel member.Lower curve rope, upper curve rope are compressor wire rope or prestress wire.Lower supporting rod, last strut are compression member.Lower supporting rod, go up strut point-blank, two ends are connected in the same point of reinforcing beam.Lower supporting rod, go up strut and be articulated and connected with the employing that is connected between reinforcing beam, lower curve rope, the upper curve rope.
The beneficial effect that the utility model compared with prior art has is:
1) stress performance is superior.Change the fusiformis tension string beam structure into by having the fish-bellied type tension string beam structure now, thereby reduce the internal force that vertical load produces in inside configuration effectively, especially the size of reinforcing beam, to greatly reduce, therefore stressed more reasonable, can correspondingly reduce the ratio of rise to span of tension string beam structure, steel using amount index etc. make more economical rationality of structure;
2) give full play to the performance of high-strength material.Because the fusiformis tension string beam structure can be according to the size of load up and down, prestressed cable can adopt the prestressing force of different sizes up and down, thereby can give full play to material characteristic separately;
3) under identical span situation, the fusiformis tension string beam structure is compared with existing fish-bellied type tension string beam structure, and ratio of rise to span can reduce or be identical (when last drag-line exposes, can reduce, when last drag-line does not expose, then identical), therefore also can improve the building headroom, reach effect attractive in appearance.
4) can effectively support windproof suction.Because the fusiformis tension string beam structure is equipped with prestressed cable up and down, no matter up or down load all can avoid occurring the lax and phenomenon of deactivating of drag-line.
Description of drawings
Fig. 1 is a fusiformis tension string beam structure schematic diagram;
Fig. 2 is a fusiformis tension string beam structure anchorage node lateral view;
Fig. 3 is a fusiformis tension string beam structure anchorage node elevation;
The specific embodiment
As shown in Figure 1, 2, 3, the fusiformis tension string beam structure comprises reinforcing beam 1, lower curve rope 2, upper curve rope 3, lower supporting rod 4, last strut 5, goes up ground tackle 6, following ground tackle 7; Being shaped as linear beam or upwards forming the camber beam of crest of reinforcing beam 1, the curve that is shaped as downward formation trough of lower curve rope 2, upper curve rope 3 be shaped as the curve that upwards forms crest, be provided with lower supporting rod 4 between reinforcing beam 1, the lower curve rope 2, be provided with strut 5 between reinforcing beam 1, the upper curve rope 3, lower curve rope 2 two ends are anchored on the reinforcing beam 1 by last ground tackle 6, and upper curve rope 3 two ends are anchored on the reinforcing beam 1 by following ground tackle 7.
Described reinforcing beam 1 is lattice steel member or real abdomen formula steel member.Lower curve rope 2, upper curve rope 3 are compressor wire rope or prestress wire.Lower supporting rod 4, last strut 5 are compression member.Lower supporting rod 4, go up strut 5 point-blank, two ends are connected in the same point of reinforcing beam 1.Lower supporting rod 4, go up strut 5 and be articulated and connected with the employing that is connected between reinforcing beam 1, lower curve rope 2, the upper curve rope 3.
The fusiformis tension string beam structure is formed by the combination of materials of varying strength.Reinforcing beam is a bending component, can adopt various ways, is generally latticed members or real abdomen formula member, and stressed bigger except that the end, all the other are stressed less, therefore can adopt variable cross-section girder steel, prefabrication, modes such as on-site consolidation.The curve rope be anchored at this beam both ends, generally speaking, lower curve Suo Lali is big than the upper curve rope, so can adopt two parallel lower curve ropes and a upper curve rope, make that going up the lower curve rope does not collide in the confluce, anchoring simultaneously and tension operation space spaciousness, easy to operate, drag-line can be hawser or steel strand, sees Fig. 2,3.Strut is a compressed member, and is hinged with reinforcing beam, curve rope respectively.During the drag-line construction, at first to determine the length under its zero stress state, processing rope head and ground tackle (rope is connected with rope, and the existing many forms of the node that Suo Yuliang connects can be selected), next is to hang rope, rope, strut and reinforcing beam are connected, and accurately locate, at this moment, structure still is in unstress state, then up and down bent rope in batches stretch-draw put in place, structure formation also has rigidity, can bear the external loads effect.
The selection of physical dimension.The structure height that fusiformis is opened the string beam is the ultimate range between the bent rope up and down, 1/12～1/15 of desirable structural span.Fusiformis is opened the sectional dimension of string beam and drag-line and should specifically be calculated and determine according to the size of physical dimension and external load.Provide a concrete example below.
Embodiment.Certain roof structure span is 60 meters, this structure adopts traditional single span tension string beam structure respectively and adopts the fusiformis tension string beam structure that proposes in this patent, the reinforcing beam of structure is a box beam, cross section: high 600mm, wide 300mm, the thick 8mm of web, edge of a wing thickness of slab 12mm, last lower curve rope is 9 Φ j15.24,16 Φ j15.24, last lower supporting rod cross section is Φ 159 * 6, Φ 180 * 8, per ten meters are provided with strut one, the initial prestressing force of last lower curve rope is respectively 400kN, 600kN, upper curve rope rise 2.5m, lower curve rope rise 4m calculates three kinds of operating modes.Operating mode 1: structure is the downward load 110kN of each node effect on reinforcing beam; Operating mode 2: structure each node effect on reinforcing beam load 30kN that makes progress; Operating mode 3: remove the upper curve rope, structure each node effect on reinforcing beam load 2k gesture result of calculation that makes progress sees Table 1.As seen from Table 1, when adopting the fusiformis tension string beam structure, when load up or down, the lax phenomenon of drag-line all can not appear, and when the upper curve rope is not set, at each node effect 2kN load that makes progress lower curve rope relaxation appears promptly, show that the effect that the upper curve rope is set is tangible.
Tension string beam structure internal force deformation values under three kinds of operating modes of table 1
| Vertical deflection (mm) | Following Suo Lali (kN) | Last Suo Lali (kN) | Moment of flexure (kN.m) | |
| Operating mode 1 | 283 | 1167 | 42 | 140 |
| Operating mode 2 | -172 | 20 | 495 | -85 |
| Operating mode 3 | -204 | 0 | / | -101 |
Claims (6)
1, a kind of fusiformis tension string beam structure is characterized in that comprising reinforcing beam (1), lower curve rope (2), upper curve rope (3), lower supporting rod (4), last strut (5), goes up ground tackle (6), following ground tackle (7); Being shaped as linear beam or upwards forming the camber beam of crest of reinforcing beam (1), the curve that is shaped as downward formation trough of lower curve rope (2), upper curve rope (3) be shaped as the curve that upwards forms crest, be provided with lower supporting rod (4) between reinforcing beam (1), the lower curve rope (2), be provided with strut (5) between reinforcing beam (1), the upper curve rope (3), lower curve rope (2) two ends are anchored on the reinforcing beam (1) by last ground tackle (6), and upper curve rope (3) two ends are anchored on the reinforcing beam (1) by following ground tackle (7).
2, a kind of fusiformis tension string beam structure according to claim 1 is characterized in that described reinforcing beam (1) is lattice steel member or real abdomen formula steel member.
3, a kind of fusiformis tension string beam structure according to claim 1 is characterized in that described lower curve rope (2), upper curve rope (3) are compressor wire rope or prestress wire.
4, a kind of fusiformis tension string beam structure according to claim 1, it is characterized in that described lower supporting rod (4), going up strut (5) is compression member.
5, a kind of fusiformis tension string beam structure according to claim 1 is characterized in that described lower supporting rod (4), goes up strut (5) point-blank, and two ends are connected in the same point of reinforcing beam (1).
6, a kind of fusiformis tension string beam structure according to claim 1 is characterized in that described lower supporting rod (4), goes up strut (5) and be articulated and connected with the employing that is connected between reinforcing beam (1), lower curve rope (2), the upper curve rope (3).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNU2008201202941U CN201236414Y (en) | 2008-06-24 | 2008-06-24 | Shuttle shaped beam string girder structure |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CNU2008201202941U CN201236414Y (en) | 2008-06-24 | 2008-06-24 | Shuttle shaped beam string girder structure |
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| CN201236414Y true CN201236414Y (en) | 2009-05-13 |
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| Application Number | Title | Priority Date | Filing Date |
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| CNU2008201202941U Expired - Fee Related CN201236414Y (en) | 2008-06-24 | 2008-06-24 | Shuttle shaped beam string girder structure |
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Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101787769B (en) * | 2010-02-09 | 2012-05-23 | 广州市建筑集团有限公司 | Self-adaptive bearing-type prestressed steel truss system |
| CN103526826A (en) * | 2013-10-18 | 2014-01-22 | 天津大学建筑设计研究院 | Space truss string structure with cables arranged inside |
| CN103993662A (en) * | 2014-03-24 | 2014-08-20 | 淮海工学院 | Internal and external supporting rod type cable-arch structure |
| CN106088440A (en) * | 2016-07-03 | 2016-11-09 | 山东建筑大学 | Traffic circle self-balanced cabled truss structure |
| CN108442611A (en) * | 2018-03-28 | 2018-08-24 | 西南交通大学 | A kind of two-way oblique beam string |
| CN110318496A (en) * | 2019-07-15 | 2019-10-11 | 哈尔滨工业大学 | A kind of sandwich pipe concrete combined member of assembled strut prestressing force |
| US10479654B2 (en) | 2014-05-26 | 2019-11-19 | Hans Künz GmbH | Crane girder for a crane |
| CN113802751A (en) * | 2021-09-03 | 2021-12-17 | 中国航空规划设计研究总院有限公司 | Spoke type prestress string-stretching dome structure and construction method thereof |
-
2008
- 2008-06-24 CN CNU2008201202941U patent/CN201236414Y/en not_active Expired - Fee Related
Cited By (9)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101787769B (en) * | 2010-02-09 | 2012-05-23 | 广州市建筑集团有限公司 | Self-adaptive bearing-type prestressed steel truss system |
| CN103526826A (en) * | 2013-10-18 | 2014-01-22 | 天津大学建筑设计研究院 | Space truss string structure with cables arranged inside |
| CN103993662A (en) * | 2014-03-24 | 2014-08-20 | 淮海工学院 | Internal and external supporting rod type cable-arch structure |
| US10479654B2 (en) | 2014-05-26 | 2019-11-19 | Hans Künz GmbH | Crane girder for a crane |
| CN106088440A (en) * | 2016-07-03 | 2016-11-09 | 山东建筑大学 | Traffic circle self-balanced cabled truss structure |
| CN108442611A (en) * | 2018-03-28 | 2018-08-24 | 西南交通大学 | A kind of two-way oblique beam string |
| CN108442611B (en) * | 2018-03-28 | 2023-06-20 | 西南交通大学 | Two-way oblique tension chord beam |
| CN110318496A (en) * | 2019-07-15 | 2019-10-11 | 哈尔滨工业大学 | A kind of sandwich pipe concrete combined member of assembled strut prestressing force |
| CN113802751A (en) * | 2021-09-03 | 2021-12-17 | 中国航空规划设计研究总院有限公司 | Spoke type prestress string-stretching dome structure and construction method thereof |
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| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20090513 Termination date: 20140624 |
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| EXPY | Termination of patent right or utility model |