CN201778278U - Vortex-induced vibration suppression device of steel truss girder cable stayed bridge - Google Patents
Vortex-induced vibration suppression device of steel truss girder cable stayed bridge Download PDFInfo
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- CN201778278U CN201778278U CN201020143458XU CN201020143458U CN201778278U CN 201778278 U CN201778278 U CN 201778278U CN 201020143458X U CN201020143458X U CN 201020143458XU CN 201020143458 U CN201020143458 U CN 201020143458U CN 201778278 U CN201778278 U CN 201778278U
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- steel truss
- truss girder
- induced vibration
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Abstract
The utility model discloses a vortex-induced vibration suppression device of a steel truss girder cable stayed bridge, aiming to effectively suppress vortex-induced vibration of steel truss girders so as to meet requirements of railways upon traveling safety and stability. The vortex-induced vibration suppression device comprises two rows of guide plates and mounting components, wherein the guide plates are symmetrically arranged at bottoms of steel truss girder lower chords (10) on the left and right sides and are fixedly connected to a steel truss girder body via the mounting components, each row of guide plates includes unit guide plates (20) which are arranged along the bridge in a segmental spacing form, and the surface of each unit guide plate (20) has the inclination (delta) which is deflected downwards relative to the bottom surface of each steel truss girder lower chord (10). By the aid of the vortex-induced vibration suppression device, the problem of vortex-induced vibration of the steel truss girder cable stayed bridge can be solved effectively, economically and conveniently, and the guide plates which are arranged in segmented form can vary vortex shedding frequency of adjacent girder sections, so that vortex-induced vibration of the steel truss girder cable stayed bridge can be reduced or suppressed completely, safety hazard caused by vortex-induced vibration during steel truss girder construction and bridge finishing stages can be avoided, and requirements of railways upon running stability can be met.
Description
Technical field
The utility model relates to a kind of inhibition vortex-induced vibration device that is applicable to steel truss girder cable-stayed bridge.
Background technology
Cable stayed bridge is the main bridge type of LONG-SPAN RAILWAY bridge.Built up many Railway Cable-stayed Bridge abroad, as crossing over the dual-purpose cable stayed bridge of public railway of Denmark Oresund, main span reaches 490 meters; The heavy haul railway cable stayed bridge in savart river is crossed in the Federal Republic of Yugoslavia Belgrade city, and span is 254m; Japan's the 2,000 bent river railway bridge, 134 meters of main spans.Domestic independent LONG-SPAN RAILWAY service bridge is few, line Hongsuihe River, Hunan and Guangxi bridge as span 96m is first Railway Cable-stayed Bridge of China, and the highway and railway bi-purpose cable-stayed bridge that has built up has Construction of Wuhu Changjiang River Bridge (312 meters of spans), the Wuhan Tian Xingzhou Yangtze Bridge (504 meters of main spans).
Under natural wind action, the incident wind-induced vibration phenomenon of Longspan Bridge comprises flutter, vortex-induced vibration, buffeting, static(al) unstability etc., and these wind-induced vibrations are related to construction, operation security and the comfort of bridge.At present, the vortex-induced vibration damping scheme of case beam has been studied by many countries, and major measure has: install tuyere, deflector, steadying plate additional, its effect is to make main beam section near streamlined, avoids or postpone the generation that whirlpool breaks away from.Wherein, along being the main technical measures that adopt along bridge to elongated layout deflector, what deflector adopted usually is steel plate in case beam bottom, by installation component and welding of case beam or bolt.But these measures all are at the case beam, and are still blank at present for the inhibition vortex-induced vibration research of steel truss girder bridge.
The utility model content
Technical problem to be solved in the utility model provides a kind of steel truss girder cable-stayed bridge inhibition vortex-induced vibration device, can suppress the steel truss girder vortex-induced vibration effectively, to satisfy the requirement of railway to travel safety and stationarity.
The technical scheme that its technical problem that solves the utility model adopts is: the utility model steel truss girder cable-stayed bridge inhibition vortex-induced vibration device, it is characterized in that: it is included in the following symmetrically arranged two row deflectors in steel truss girder and arranged on left and right sides lower chord bottom, and deflector is fixedly connected on installation component on the steel truss girder beam body; Each is made of described two row deflectors to the unit of section gap setting deflector along bridge the edge, and the plate mask of each unit deflector has the inclination angle that deflects down with respect to steel truss girder lower chord bottom surface.
The spacing of adjacent two unit deflectors equates with steel truss girder crossbeam spacing in the described two row deflectors, and described unit deflector is steel truss girder crossbeam spacing along bridge to length, or three times of steel truss girder crossbeam spacing.
Broad ways is arranged at intervals with along bridge to the T type stiffening rib or the U type stiffening rib that extend on the bottom surface of described unit deflector.
The beneficial effects of the utility model are, effectively, economical, solved the problem of steel truss girder cable-stayed bridge vortex-induced vibration easily, it is inconsistent that the deflector of segmentation setting makes the whirlpool of adjacent beams section take off frequency, can greatly reduce or fully suppress the steel truss girder vortex-induced vibration, avoid the steel truss girder bridge construction and become the bridge stage, and satisfy the requirement of railway the driving stationarity owing to the safety issue that vortex-induced vibration caused.With lower chord the sealing of tuyere and base plate is set for twice and compares, in lower chord bottom segmentation deflector is set and has reduced construction costs greatly.This utility model does not influence the operation of girder construction and mobile inspection trolley, and structure construction, later stage maintenance are conveniently.
Description of drawings
This manual comprises following six width of cloth accompanying drawings:
Fig. 1 is a kind of laying mode schematic diagram of the utility model inhibition vortex-induced vibration device;
Fig. 2 is that the another kind of the utility model inhibition vortex-induced vibration device is laid the mode schematic diagram;
Fig. 3 is the facade structures schematic diagram of the utility model inhibition vortex-induced vibration device;
Fig. 4 is the local enlarged diagram of the utility model inhibition vortex-induced vibration device facade structures;
Fig. 5 is the structural representation of deflector in the utility model inhibition vortex-induced vibration device;
Fig. 6 is the structural representation of deflector in the utility model inhibition vortex-induced vibration device.
Component shown in the figure, position and pairing mark: steel truss girder lower chord 10, steel truss girder crossbeam 11, deflector 20, T type stiffening rib 20a, U type stiffening rib 20b, installation component 21, inclination angle δ.
The specific embodiment
Below in conjunction with drawings and Examples the utility model is further specified.
With reference to Fig. 1, Fig. 2 and Fig. 3, the utility model steel truss girder cable-stayed bridge inhibition vortex-induced vibration device, it is included in the following symmetrically arranged two row deflectors in steel truss girder and arranged on left and right sides lower chord 10 bottoms, and deflector is fixedly connected on installation component on the steel truss girder beam body.Each is made of described two row deflectors to the unit of section gap setting deflector 20 along bridge the edge, and the plate mask of each unit deflector 20 has the inclination angle δ that deflects down with respect to steel truss girder lower chord 10 bottom surfaces.Described inclination angle δ is 5.5 ± 2.5.Degree is compared with the elongated deflector that is provided with, it is inconsistent that the unit deflector 20 of segmentation setting makes the whirlpool of adjacent beams section take off frequency, can reduce or fully suppress the steel truss girder vortex-induced vibration greatly, avoid the steel truss girder bridge construction and become the bridge stage because the safety issue that vortex-induced vibration caused, and satisfy the requirement of railway to the driving stationarity, and the maintenance of structure construction, later stage is convenient.
Shown in Fig. 1 is a kind of typical laying mode of deflector, and the spacing of adjacent two unit deflectors 20 equates with steel truss girder crossbeam 11 spacings in the promptly described two row deflectors, and described unit deflector 20 is steel truss girder crossbeam 11 spacings along bridge to length.With reference to Fig. 1 and Fig. 4, consider the operation problem of structure construction and transfer inspection bed car, described unit deflector 20 respectively disposes two installation components 21, and the position of installation component 21 is corresponding with the twice steel truss girder crossbeam 11 at unit deflector 20 places.
Shown in Fig. 2 is the another kind of typical laying mode of deflector, and the spacing of adjacent two unit deflectors 20 equates with steel truss girder crossbeam 11 spacings in the promptly described two row deflectors, and described unit deflector 20 is three times of steel truss girder crossbeam 11 spacings to length along bridge.With reference to Fig. 2 and Fig. 4, consider the operation problem of structure construction and transfer inspection bed car, described unit deflector 20 respectively disposes four installation components 21, and the position of installation component 21 is corresponding with the four road steel truss girder crossbeams 11 at unit deflector 20 places.
With reference to Fig. 2 and Fig. 4, described unit deflector 20 is dull and stereotyped.With reference to Fig. 5 and Fig. 6, be the local stability of enhancement unit deflector 20, also can on the bottom surface of described unit deflector 20, broad ways be provided with at interval along bridge to the T type stiffening rib 20a or the U type stiffening rib 20b that extend.
The applicant successfully applies to the inhibition vortex-induced vibration device of the utility model steel truss girder cable-stayed bridge to change in the design of sharp railway line Korea Spro family a small bay in a river bridge.This bridge location is crossed over the Changjiang river near the Han Jia a small bay in a river of Fuling on the sharp railway line in newly-built Chongqing, be the important component part of Shanghai-Han-Rong's passenger traffic passage, and the design speed per hour is the passenger-cargo conllinear railway bridge of 200km/h, will become the Railway Steel Truss girder stayed-cable bridge of span the biggest in the world after building up.This bridge master bridge is the two main truss cable stayed bridges of the two rope faces of double tower, strides the footpath and is combined as 81m+135m+432m+135m+81m, and girder adopts steel truss girder, the wide 18m of trusses, high 14m.For satisfying the requirement of railway operation safety and stationarity, must suppress the steel truss girder vortex-induced vibration effectively.
The Study of Wind-Resistant Behavior of Korea Spro family's a small bay in a river Yangtze Bridge has been carried out deep test and theoretical research as a sub-problem " experimental study of Long-Span Railway Cable-Stayed Bridge wind resistance " of Ministry of Railways's key subjects " Long-Span Railway Cable-Stayed Bridge is built key technology research ".
The girder sections model vortex-induced vibration test that Korea Spro family's a small bay in a river Yangtze Bridge carried out at the XNJD-1 of Southwest Jiaotong University industry wind-tunnel second test section in December, 2009, consider that the girder vortex-induced vibration is relatively more responsive to the incoming flow angle of attack, to becoming bridge and construction state to carry out α=0 ° respectively, + 3 °,-3 °, + 5 °, the test under-5 ° of five kinds of angle of attack conditions.
In order to suppress the vortex-induced vibration of girder, a large amount of tests and optimization work have been done, the measure of mainly taking has: the measure that take has: the lower chord both sides are set up tuyere, lower chord both sides and are provided with that deflector, beam bottom seal, the lower chord downside is provided with deflector, the beam body is provided with central steadying plate, maintaining roadway is provided with deflector etc., by test comparative study has been carried out in above-mentioned measure.In the scheme of having tested, beam body bottom lock and lower chord both sides are provided with tuyere and segmentation, and that the effect of deflector is set is best, can suppress the girder vortex-induced vibration fully, consider the needs of economy, structure construction, later stage maintenance and structure detail, recommend to adopt lower chord bottom segmentation that the scheme of deflector is set, this scheme and base plate sealing with tuyere is set compares and can save 6,000,000 construction costs.
Result of the test shows, for becoming the bridge state, α=-3 ° and-5 ° of situations of attack issue existing significantly vertical vortex-induced vibration, if be 11.5～14m/s by the first vertical mode conversion whirlpool wind speed range of shaking.Whirlpool amplitude maximum during angle of attack=5 °, maximum monolateral amplitude reaches 110mm, and corresponding real bridge wind speed is 13m/s, becomes all not observe under each angle of attack of bridge state to reverse the whirlpool and shake.For the maximum single-cantilever state of construction, under angle of attack=-3 ° and-5 ° of situations, find that all significantly vertical vortex-induced vibration is arranged, if convert by the first vertical mode, the real bridge whirlpool wind speed range of shaking is 12～15m/s, whirlpool amplitude maximum during angle of attack=5 °, maximum monolateral amplitude reaches 42mm, and corresponding real bridge wind speed is 13.2m/s, does not all observe under each angle of attack of construction state to reverse the whirlpool and shake.
Some principles of the above the utility model steel truss girder cable-stayed bridge inhibition vortex-induced vibration device that just explains through diagrams, be not be the utility model to be confined to shown in and in described concrete structure and the scope of application, so every the corresponding modify and equivalent that might be utilized all belongs to the claim that the utility model is applied for.
Claims (10)
1. steel truss girder cable-stayed bridge inhibition vortex-induced vibration device is characterized in that: it is included in the following symmetrically arranged two row deflectors in and arranged on left and right sides steel truss girder lower chord (10) bottom, and deflector is fixedly connected on installation component on the steel truss girder beam body; Each is made of described two row deflectors to the unit deflector (20) that section gap is provided with along bridge the edge, and the plate mask of each unit deflector (20) has the inclination angle (δ) that deflects down with respect to steel truss girder lower chord (10) bottom surface.
2. steel truss girder cable-stayed bridge inhibition vortex-induced vibration device according to claim 1, it is characterized in that: the spacing of adjacent two unit deflectors (20) equates with steel truss girder crossbeam (11) spacing in the described two row deflectors.
3. as steel truss girder cable-stayed bridge inhibition vortex-induced vibration device as described in the claim 2, it is characterized in that: described unit deflector (20) is steel truss girder crossbeam (11) spacing along bridge to length.
4. as steel truss girder cable-stayed bridge inhibition vortex-induced vibration device as described in the claim 3, it is characterized in that: described unit deflector (20) respectively disposes two installation components (21), and the position of installation component (21) is corresponding with the twice steel truss girder crossbeam (11) at unit deflector (20) place.
5. as steel truss girder cable-stayed bridge inhibition vortex-induced vibration device as described in the claim 2, it is characterized in that: described unit deflector (20) is three times of steel truss girder crossbeam (11) spacing to length along bridge.
6. as steel truss girder cable-stayed bridge inhibition vortex-induced vibration device as described in the claim 5, it is characterized in that: described unit deflector (20) respectively disposes four installation components (21), and the position of installation component (21) is corresponding with the four road steel truss girder crossbeams (11) at unit deflector (20) place.
7. as steel truss girder cable-stayed bridge inhibition vortex-induced vibration device as described in the claim 1 to 6 any, it is characterized in that: described inclination angle (δ) is 5.5 ± 2.5 degree.
8. as steel truss girder cable-stayed bridge inhibition vortex-induced vibration device as described in the claim 7, it is characterized in that: described unit deflector (20) is for dull and stereotyped.
9. as steel truss girder cable-stayed bridge inhibition vortex-induced vibration device as described in the claim 8, it is characterized in that: broad ways is arranged at intervals with along bridge to the T type stiffening rib (20a) that extends on the bottom surface of described unit deflector (20).
10. as steel truss girder cable-stayed bridge inhibition vortex-induced vibration device as described in the claim 8, it is characterized in that: broad ways is arranged at intervals with along bridge to the U type stiffening rib (20b) that extends on the bottom surface of described unit deflector (20).
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
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| CN201020143458XU CN201778278U (en) | 2010-03-29 | 2010-03-29 | Vortex-induced vibration suppression device of steel truss girder cable stayed bridge |
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| CN201020143458XU CN201778278U (en) | 2010-03-29 | 2010-03-29 | Vortex-induced vibration suppression device of steel truss girder cable stayed bridge |
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Cited By (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101781876B (en) * | 2010-03-29 | 2012-08-29 | 中铁二院工程集团有限责任公司 | Vortex-induced vibration inhibiting device of steel trussed beam cable-stayed bridge |
| CN103742585A (en) * | 2014-01-07 | 2014-04-23 | 中铁大桥局集团武汉桥梁科学研究院有限公司 | Stay cable permanent magnet eddy current damper and damping generation method |
| CN103821074A (en) * | 2014-03-18 | 2014-05-28 | 天津市市政工程设计研究院 | Diversion device for flat steel box beam bridge vortex vibration control |
| CN105525565A (en) * | 2016-01-28 | 2016-04-27 | 西南交通大学 | Vibration suppression structure for vortex-induced vibration of streamline box girder |
| CN106049250A (en) * | 2016-07-29 | 2016-10-26 | 中铁大桥勘测设计院集团有限公司 | Pressure weight structure for steel truss girder cable-stayed bridge and construction method thereof |
-
2010
- 2010-03-29 CN CN201020143458XU patent/CN201778278U/en not_active Expired - Lifetime
Cited By (7)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101781876B (en) * | 2010-03-29 | 2012-08-29 | 中铁二院工程集团有限责任公司 | Vortex-induced vibration inhibiting device of steel trussed beam cable-stayed bridge |
| CN103742585A (en) * | 2014-01-07 | 2014-04-23 | 中铁大桥局集团武汉桥梁科学研究院有限公司 | Stay cable permanent magnet eddy current damper and damping generation method |
| CN103742585B (en) * | 2014-01-07 | 2015-09-30 | 中铁大桥局集团武汉桥梁科学研究院有限公司 | A kind of suspension cable permanent-magnet type eddy current damper and damping generation method |
| CN103821074A (en) * | 2014-03-18 | 2014-05-28 | 天津市市政工程设计研究院 | Diversion device for flat steel box beam bridge vortex vibration control |
| CN105525565A (en) * | 2016-01-28 | 2016-04-27 | 西南交通大学 | Vibration suppression structure for vortex-induced vibration of streamline box girder |
| CN106049250A (en) * | 2016-07-29 | 2016-10-26 | 中铁大桥勘测设计院集团有限公司 | Pressure weight structure for steel truss girder cable-stayed bridge and construction method thereof |
| CN106049250B (en) * | 2016-07-29 | 2018-05-11 | 中铁大桥勘测设计院集团有限公司 | A kind of ballast structure and its construction method for steel truss girder cable-stayed bridge |
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Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| AV01 | Patent right actively abandoned |
Granted publication date: 20110330 Effective date of abandoning: 20120829 |