CN104775362B - Bluff body cross section bridge tower wind-induced vibration suppresses structure - Google Patents
Bluff body cross section bridge tower wind-induced vibration suppresses structure Download PDFInfo
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- CN104775362B CN104775362B CN201510189329.1A CN201510189329A CN104775362B CN 104775362 B CN104775362 B CN 104775362B CN 201510189329 A CN201510189329 A CN 201510189329A CN 104775362 B CN104775362 B CN 104775362B
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D19/00—Structural or constructional details of bridges
- E01D19/14—Towers; Anchors ; Connection of cables to bridge parts; Saddle supports
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Abstract
The invention discloses a kind of bluff body cross section bridge tower wind-induced vibration and suppress structure, relate to science of bridge building technology, this is configured to right angle, side two, bluff body cross section is excised, and making bridge tower cross section is the section form with right angle corner cut；And this right angle corner cut arranges continuously along bridge tower；Right angle corner cut be about 1/16～1/17 for bridge tower cross section length, right angle corner cut wide is about 1/8～1/9 that bridge tower cross section is wide.The present invention changes the air Characteristics of Flow Around of bridge tower, significantly improves the galloping stability of bluff body cross section bridge tower, simple in construction, easy construction and good economy performance.
Description
Technical field
The present invention relates to technical field of bridge engineering, especially a kind of wind-induced vibration relating to bluff body king-post suppresses structure.
Background technology
For the bridge tower structure in Loads of Long-span Bridges, when its section form is more blunt, structure is more soft, light weight, when damping low, galloping problem will easily occurs under natural wind effect.Galloping is one of wind vibrational of 4 kinds of Main Morphologies of bridge.Galloping is the self-excited vibration with diversity, and galloping occurs mainly in elongated flexible structure (such as bridge tower), is that a kind of beam wind produced because of air-flow self-priming effect is to significantly vibrating.Because galloping vibration all has emissivity, destruction is big, so once occurring to cause catastrophic effect.
It is with rectangular bluff body cross section bridge tower to have the advantage such as good looking appearance, slim and graceful, the easy construction of structure, applies to some extent in actual bridge, but the galloping critical wind velocity of this bridge tower is relatively low, there is serious galloping safety issue.
Summary of the invention
In consideration of it, it is an object of the invention to provide the wind-induced vibration of a kind of bluff body king-post to suppress structure, the effective galloping critical wind velocity improving bridge tower.
The technical solution adopted for the present invention to solve the technical problems is as follows:
A kind of bluff body cross section bridge tower wind-induced vibration suppresses structure, and two drift angle places of bridge tower facade one side arrange right angle corner cut, and described corner cut is arranged continuously along bridge tower short transverse, and its length is bridge tower height；Two right angle corner cuts are symmetrically arranged in both sides before and after bridge tower.
As preferably, the cross section of described right angle corner cut is square, and its length is the 1/16～1/17 of bridge tower cross section length, and its width is about 1/8～1/9 that bridge tower cross section is wide；Described length direction and bridge floor axis parallel.
The invention has the beneficial effects as follows, be remarkably improved the galloping critical wind velocity of bluff body cross section bridge tower, increase bridge tower at galloping unsteady wind to the galloping force coefficient value in angle range, the galloping safety of bridge tower can be effectively improved, and then improve the safety of bridge structure；Simple in construction, it is easy to construction.
Accompanying drawing explanation
Fig. 1 is the elevation of the embodiment of the present invention certain long-span cablestayed bridges bridge tower domestic；
Fig. 2 is the side view of Fig. 1；
Fig. 3 is the sectional schematic diagram of Section A-A in Fig. 2；
Fig. 4 is the partial enlarged drawing of bridge tower section corner cut.
Fig. 5 be with corner cut with the bridge tower without corner cut at the direction across bridge wind-induced vibration displacement root-mean-square value of each wind angle uniform flow with the change correlation curve of wind speed；
Fig. 6 be the bridge tower with corner cut under equal uniform flow, each wind angle along bridge to wind-induced vibration displacement root-mean-square value with the change correlation curve of wind speed；
Fig. 7 be the bridge tower with corner cut under equal uniform flow, each wind angle the wind-induced vibration displacement root-mean-square value of direction across bridge with the change correlation curve of wind speed；
Fig. 8 be the bridge tower with corner cut under turbulent flow, each wind angle along bridge to wind-induced vibration displacement root-mean-square value with the change correlation curve of wind speed；
Fig. 9 be the bridge tower with corner cut under turbulent flow, each wind angle the wind-induced vibration displacement root-mean-square value of direction across bridge with the change correlation curve of wind speed；
Note: incoming flow level angle respectively β=0 °～180 °, 15 ° of interval, rotate counterclockwise, zero degree i.e. suitable bridge is to (along bridge to namely along bridge span direction, direction across bridge is to vertical direction with suitable bridge), and secondary tower post is dried in windward side direction.
Detailed description of the invention
Below in conjunction with drawings and Examples, the invention will be further described.
With reference to Fig. 1, Fig. 2 and Fig. 3, bluff body cross section bridge tower wind-induced vibration suppresses structure, and including the corner cut with two right angle, described corner cut directly excises a regular hexahedron at position, right angle, bridge tower (such as Fig. 3) left side.
As one preferred embodiment, described corner cut is 500mm × 500mm square to Fig. 4.
Building bridge bridge tower for certain below, tested by the wind-induced vibration of air spring pole contrast add present invention structure after bridge tower and be not added with any engineering measure bridge tower wind-induced vibration situation.Make the aeroelastic model of full tower according to the geometry scaling factor of 1:80, and in wind-tunnel, carry out the wind-induced vibration test of air spring pole.This air spring pole meets the consistency condition of geometric parameter, elastic parameter, inertial parameter and weight parameter in the design, it is possible to ensure that model structure force model behavior is consistent with prototype bridge tower.Because bridge tower section is typical bluff body, sticky parameter condition to not appreciably affect its fluidised form streamed similar, therefore relax the condition of similarity of sticky parameter；And be obtain significantly more wind phenomenon of shaking to have employed less damping.
Fig. 6 gives when angle of wind deflection is 0 ° and angle of wind deflection is 180 ° with corner cut with the bridge tower without corner cut at the direction across bridge wind-induced vibration displacement root-mean-square value of uniform flow with the change correlation curve of wind speed, and in figure, wind speed, displacement all have passed through similarity criterion and be scaled to actual bridge tower.Can be seen that the bridge tower being not added with any engineering measure is at 180 ° of angle of wind deflection, when wind speed is 55m/s, the displacement root-mean-square value of bridge tower is increased to about 600mm by 50mm, and when wind speed continues to increase, the vibration of bridge tower is always all very violent.When wind speed is 70m/s, displacement root-mean-square value is maximum, reaches 750mm, and this amplitude is very big, it is believed that bridge tower there occurs obvious galloping phenomenon.So being not added with the bluff body bridge tower galloping poor stability of any engineering measure, there is serious galloping safety problem.
For effectively suppressing the wind-induced vibration of bluff body cross section bridge tower, improve bridge tower galloping stability.Upper king-post strut part at bridge tower adds the wind of the present invention and shakes suppression structure.Result of the test finds, is provided with the bridge tower cross section of corner cut and is 0 ° and angle of wind deflection is 180 ° at angle of wind deflection, and under identical wind speed, the displacement root-mean-square value of bridge tower is less, and galloping phenomenon does not occur bridge tower.
For analyzing the inhibition that the bridge tower galloping of bluff body cross section is vibrated by the present invention further, test for changing step-length, has carried out bridge tower model with 15 ° of angles within the scope of 0 °～180 ° angle of wind deflection, and incoming flow is the wind tunnel test (as shown in figs. 6-7) during equal uniform flow.Result of the test shows, within the scope of each angle of wind deflection, the displacement root-mean-square value of bridge tower tower top is all less, finds no galloping phenomenon.Meanwhile, when relative analysis incoming flow is turbulent flow under each angle of wind deflection, the displacement root-mean-square value (as Suo Shi Fig. 8～9) of bridge tower tower top.Result of the test shows, when incoming flow is turbulent flow, under each angle of wind deflection, the displacement root-mean-square value of bridge tower tower top is all less, does not find galloping phenomenon.
In a word, the aeroelastic effect test of full tower proves: present invention structure can effectively suppress the wind-induced vibration of bluff body cross section bridge tower, improves bridge tower galloping safety.
What finally illustrate is, above example is only in order to illustrate technical scheme and unrestricted, although the present invention being described in detail with reference to preferred embodiment, it will be understood by those within the art that, technical scheme can be modified or equivalent replacement, without deviating from objective and the scope of technical solution of the present invention, it all should be encompassed in the middle of scope of the presently claimed invention.
Claims (3)
1. a bluff body cross section bridge tower wind-induced vibration suppresses structure, it is characterised in that two drift angle places of bridge tower facade one side arrange right angle corner cut, and described corner cut is arranged continuously along bridge tower short transverse, and its length is bridge tower height；Two right angle corner cuts are symmetrically arranged in both sides before and after bridge tower.
2. bluff body cross section according to claim 1 bridge tower wind-induced vibration suppresses structure, it is characterised in that the length of the cross section of described right angle corner cut is the 1/16～1/17 of bridge tower cross section length, and width is about 1/8～1/9 that bridge tower cross section is wide；Described length direction and bridge floor axis parallel.
3. bluff body cross section according to claim 2 bridge tower wind-induced vibration suppresses structure, it is characterised in that the cross section of described right angle corner cut is square.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN201510189329.1A CN104775362B (en) | 2015-04-16 | 2015-04-16 | Bluff body cross section bridge tower wind-induced vibration suppresses structure |
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| Application Number | Priority Date | Filing Date | Title |
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| CN201510189329.1A CN104775362B (en) | 2015-04-16 | 2015-04-16 | Bluff body cross section bridge tower wind-induced vibration suppresses structure |
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| CN104775362A CN104775362A (en) | 2015-07-15 |
| CN104775362B true CN104775362B (en) | 2016-07-13 |
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| CN201510189329.1A Expired - Fee Related CN104775362B (en) | 2015-04-16 | 2015-04-16 | Bluff body cross section bridge tower wind-induced vibration suppresses structure |
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Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN108385506B (en) * | 2018-05-09 | 2022-11-04 | 广东省交通规划设计研究院集团股份有限公司 | Cable-stayed bridge of cable tower and inclined tower |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| JP3788310B2 (en) * | 2001-10-25 | 2006-06-21 | Ｊｆｅエンジニアリング株式会社 | Composite main tower and its construction method |
| JP3952843B2 (en) * | 2002-05-15 | 2007-08-01 | 鹿島建設株式会社 | Construction method of tower structure |
| CN101629408A (en) * | 2009-08-14 | 2010-01-20 | 同济大学 | Composite anchoring structure on guyed tower end of cable-stayed bridge |
| CN101892625A (en) * | 2010-07-23 | 2010-11-24 | 同济大学 | Wind fin plate for improving pneumatic performance of bridge |
| CN103266563A (en) * | 2013-05-28 | 2013-08-28 | 中国市政工程西北设计研究院有限公司 | Integrated structure of wind power generating device and bridge tower |
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