CN101260646B - Great span bridge lower damper system for wind and water resistance - Google Patents
Great span bridge lower damper system for wind and water resistance Download PDFInfo
- Publication number
- CN101260646B CN101260646B CN2008100310676A CN200810031067A CN101260646B CN 101260646 B CN101260646 B CN 101260646B CN 2008100310676 A CN2008100310676 A CN 2008100310676A CN 200810031067 A CN200810031067 A CN 200810031067A CN 101260646 B CN101260646 B CN 101260646B
- Authority
- CN
- China
- Prior art keywords
- bridge
- wind
- water
- damping member
- span bridge
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired - Fee Related
Links
Images
Landscapes
- Bridges Or Land Bridges (AREA)
Abstract
The invention provides a high-span bridge wind resistance submerged damping system, belonging to the bridge construction technique field. The system has a structure which is as follows: a stiff girder or a main cable of the high-span bridge is provided with a damping component which is pulled by a lifting rope and is immersed into the water, and the gravity of the damping component is greater than the buoyancy. The system can make the best of the natural water resources to form a large-scale and cheap damper with powerful functions; the damping component can generate the corresponding vibration in water when the stiff girder of the bridge generates vertical vibration by the external action of the bridge structure in order to dissipate the vast power and generate great resistance to prevent the stiff girder from vibrating, thereby improving the oscillation stability of the bridge under the action of wind loading greatly and effectively preventing the vortex-induced vibration.
Description
Technical field
The present invention relates to bridge engineering, specifically be meant great span bridge lower damper system for wind and water resistance.
Background technology
Present long span bridge beam Flutter Control research mainly contains structural measure, aerodynamics measure and three directions of mechanical damping measure.The structural measure aspect, main way is the stiff girder that as far as possible adopts torsional rigidity bigger, as steel truss girder, steel case beam etc., and intersection hoist cable system etc. is set; The common practices of aerodynamics measure has the aerodynamic configuration of adjusting stiff girder, central steadying plate and central slot etc. is set; The engineering of mechanical damping measure is used mainly and is improved the bridge construction damping by tuned mass damper is installed.A large amount of engineering practice has confirmed that these researchs are at the pneumatic positive effect aspect stable of effective control long span bridge beam.
Along with the successful construction of engineerings over strait such as Hangzhou Gulf Great Bridge, the international bridge engineering of 21 century has entered the new period that connects the island engineering over strait.In the 21 century first half, large quantities of engineerings over strait such as the Qiongzhou Strait passage of the Eurasian Bosporus third channel in the planning, China and Zhoushan Lian Dao engineering might be put to engineering practice.For avoiding the difficulty of the super deep water foundation construction in ocean, super large is striden bridge becomes inevitable choice.And along with the increase of bridge span, bridge construction rigidity sharply weakens, and this makes wind-induced vibration, and particularly flutter stability is more important to the influence of bridge security.Add the threat from marine typhoon, the construction that following super large is striden bridge spanning the sea must face higher wind resisting stability requirement.
Summary of the invention
The technical problem to be solved in the present invention is, deficiency at the prior art existence, a kind of great span bridge lower damper system for wind and water resistance is proposed, corresponding vibration can take place in the damping member of this system in water when bridge stiff girder generation vertical motion, the huge energy that dissipates thus also produces large drag forces and suppresses stiff girder vibration, thereby improves the stability of bridge under wind action; It can make full use of natural water resources, implements extensive cheap and powerful damping measure.
Technical scheme of the present invention is, described great span bridge lower damper system for wind and water resistance is: be provided with on the stiff girder of long span bridge beam (as suspension bridge, cable stayed bridge) or main push-towing rope with hoist cable and hold and be immersed in damping member in the water, the projected area A of this damping member on horizontal plane
0With its any perpendicular to the projected area A on the plane of horizontal plane
xSatisfy following relation, A
0〉=3A
xAs A
0=10A
x, A
0=20A
x, A
0=100A
xDeng.
Below the present invention made further specify.
Of the present invention at long span bridge beam (as suspension bridge, cable stayed bridge) stiff girder or main push-towing rope on be provided with hoist cable and hold and be immersed in damping member in the water, promptly to be the end that makes described hoist cable be connected with the stiff girder of bridge or main push-towing rope and the other end connects described damping member.Described damping member is meant the projected area A on horizontal plane
0More than or equal to its any perpendicular to the projected area A on the plane of horizontal plane
xThree times member.As horizontal thin plate promptly is wherein a kind of.The gravity of this damping member can be immersed in the water greater than buoyancy.
Groundwork principle of the present invention is, suppress the bridge vibration of beam of putting more energy into by bridge construction external action (bridge stiff girder when vibration drives the large drag forces that the large tracts of land damping member produces when the underwater exercise), increase the spanning system damping greatly, thereby significantly improve the flutter stability of striding flexible bridge greatly, solve the stability problem of long span bridge beam under the wind effect preferably, and might reduce the cost that the long span bridge beam is built largely, obtain the better economic effect.
Technical scheme of the present invention obtains experimental examination at Hunan University's Wind Engineering experimental study center HD-2 wind-tunnel first test section.Test is a background with certain especially big suspension bridge, carried out the twist and warping frequency ratio be respectively 3.0,2.5,2.0 and 1.5 4 kind of situation under the research of sections model flutter test, wherein every kind of situation has all carried out being provided with the wind resistance test contrast before and after the damping system under water.Result of the test shows: wind resistance damping system under water can significantly improve different critical wind speed of flutter of twisting and warping suspension bridge under the frequency ratios; Its wind resistance effectiveness in vibration suppression, closely related with the area distributions rate (so-called area distributions rate is meant the total projection area of damping member on horizontal plane and the ratio of the bridge floor gross area) of damping member, and become the monotonic increase relation, and the area distributions rate is big more, and effect is obvious more.
The twist and warping frequency ratio of test bridge is 3.0, and the wind resistance measure that it adopts is the aerodynamic Measures of " be provided with and stablize plate hight 0.5m, following stable plate hight 1m on the separate type central authorities steadying plate, and be aided with sealing groove ", and its flutter check wind speed is 51.5m/s.It is 70.65m/s that test records the real bridge critical wind speed of flutter of this bridge under 0 ° of wind situations of attack.
After removing the aerodynamic Measures of this bridge, sections model flutter wind tunnel test record under 0 ° of wind situations of attack, be converted to the critical wind speed of flutter result behind the real bridge, see the following form:
Table is annotated: " percent opening " is meant the ratio of damping member perforated area and damping member area in the table;
F in the table
t/ f
hThe twist and warping frequency ratio that is meant bridge.
By result of the test is analyzed, be not difficult to find:
1. wind resistance is being set under water after the damping system, the critical wind speed of flutter of bridge all has significantly and improves under the various twist and warping frequency ratio situations.Lift damping member area distributions rate and be 10.82%, percent opening is that 0% situation is an example, the twist and warping frequency ratio is 3.0,2.5,2.0 and 1.5 o'clock, with compare before the not handicapping Buddhist nun measure, the critical wind speed of flutter amplification of bridge reaches 127.5%, 122.4%, 56.6% and 140.1% respectively;
2. to twist and warping frequency ratio f
t/ f
hThe real bridge of=3.0 test bridge, damping member area distributions rate only is 10.82% and the damping measure of not establishing central steadying plate, the minimum critical wind speed of flutter that records reaches 90.7m/s, do not establish 40.4m/s under the damping system situation under water considerably beyond neither establishing central steadying plate yet, amplification reaches 124.5%, flutter check wind speed considerably beyond the 51.5m/s that requires, amplification reaches 76.1%, also considerably beyond central steadying plate is set but the wind resistance 70.65m/s under the damping system situation under water is not set, amplification reaches 28.4%, and effect is very obvious.
By above analysis, can draw to draw a conclusion:
(1) wind resistance is set under water after the damping system, can significantly improves the critical wind speed of flutter of long span bridge beam under the different twist and warping frequency ratio situations, only need a less distribution scale just can obtain good wind resistance effectiveness in vibration suppression; Damping system a kind of effective inhibition flutter way of can yet be regarded as under water;
(2) the wind resistance wind resistance effectiveness in vibration suppression of damping system under water is closely related with the area distributions rate of damping member, and becomes the monotonic increase relation, and damping member area distributions rate is big more, and the wind resistance effectiveness in vibration suppression is good more; Be not difficult to predict,, just may eliminate the disaster that the flutter unstability is brought Longspan Bridge when damping member area distributions rate reaches certain scale;
(3) under the identical situation of bridge twist and warping frequency ratio, compare with the aerodynamics measure, the wind resistance wind resistance of damping system under water has certain advantage.
Technical solution of the present invention mainly is applicable to the flexible bridge of large span.To Oversea bridge, a major reason of building super-span (especially more than 3000 meters) is in order to avoid the ocean deepwater basis, navigation requires often to satisfy than being easier to, in this case, as long as can guarantee certain navigation width, wind resistance damping system under water can be set according to demand in all the other positions of spanning; Particularly, reach more than 120 kilometer huge engineerings such as the Taiwan Straits passage for what present expert proposed, only need after crucial location is provided with several waterways, the requirement of opening the navigation or air flight can not considered basically in other positions, and wind resistance damping system under water can be set as required.But the damping member emphasis in the technical solution of the present invention considers to be arranged on the smaller waters of water flow velocity, down be the rule of exponential decrease according to ocean water speed from the water surface, it is under water less to consider in the bigger straits of surface water flow velocity damping member to be deep into current.
By wind resistance damping system under water rationally is set on bridge construction, can make it satisfy the wind resisting stability requirement easilier, and can effectively weaken the design of bridge, make it more to meet the economy requirement.
As known from the above, the present invention is a kind of great span bridge lower damper system for wind and water resistance, it can make full use of natural water resources and form extensive cheapness and powerful damping measure, by the bridge construction external action---corresponding vibration can take place in damping member in water when bridge stiff girder generation vertical motion, the huge energy that dissipates thus also produces large drag forces and suppresses stiff girder vibration, thereby can improve the flutter stability of bridge under wind action largely, and can suppress vortex-induced vibration effectively.
Description of drawings
Fig. 1 is that the damping system of an embodiment of the present invention is along the vertical facade structures schematic diagram of bridge (hoist cable one end connects with stiff girder);
Fig. 2 is that damping system shown in Figure 1 is along the horizontal section structure schematic diagram of bridge;
Fig. 3 is that the damping system of the another kind of embodiment of the present invention is along the vertical facade structures schematic diagram of bridge (hoist cable one end connects with main push-towing rope);
Fig. 4 is that damping system shown in Figure 3 is along the horizontal section structure schematic diagram of bridge;
Fig. 5 is the damping system structural representation of the another kind of embodiment of the present invention.
In above-mentioned accompanying drawing:
The 1-suspension bridge, the 2-bottom, the 3-damping member,
The 4-water surface, the 5-hoist cable, the 6-stiff girder,
The 7-main push-towing rope, the 8-fixed component, the vertical shock-absorbing spring of 9-,
The horizontal shock-absorbing spring of 10-
The specific embodiment
Embodiment 1: as depicted in figs. 1 and 2, with the suspension bridge is example, the setting of damping system was when main channel was positioned at span centre, in the main channel both sides some dampers are set respectively, each damper is by the hoist cable (as wirerope) 5 that is connected on the stiff girder 6, and form by the damping member 3 that this rope is held and is immersed in the water, an end of promptly described hoist cable 5 is connected with the stiff girder 6 of bridge and the other end connects described damping member 3; This damping member 3 is a horizontal thin plate, and the area of described horizontal thin plate is 50 with the ratio of thickness.
Embodiment 2: as shown in Figure 3 and Figure 4, with the suspension bridge is example, the setting of damping system was when main channel was positioned at span centre, in the main channel both sides some dampers are set respectively, each damper is by the hoist cable (as wirerope) 5 that is connected on the main push-towing rope 7, and form by the damping member 3 that this rope is held and is immersed in the water, an end of promptly described hoist cable 5 is connected with the main push-towing rope 7 of bridge and the other end connects described damping member 3.This damping member 3 is a horizontal thin plate, and the area of described horizontal thin plate is 100 with the ratio of thickness.
Embodiment 3: bigger to surperficial water flow velocity, but the not too dark again waters of seawater, can consider under water supporting employing secondary vibration insulating system scheme shown in Figure 3 on the damping system.This scheme is that an end of described hoist cable 5 is connected with the stiff girder 6 of bridge or main push-towing rope 7 and the other end connects described damping member 3; Be provided with below described damping member 3 and be positioned at water-bed fixed component 8, be connected with elastic component between this fixed component 8 and the described damping member 3, described elastic component can be spring or other elastic component that suits.Described spring can be made up of vertical shock-absorbing spring 9 and tilting horizontal shock-absorbing spring 10.This damping member 3 is a horizontal thin plate, and the area of described horizontal thin plate is 120 with the ratio of thickness.
By fixed component 8, damping member 3 and be connected and fixed member 8 and form the secondary vibration insulating system with the vertical shock-absorbing spring 9 of damping member 3 and tilting horizontal shock-absorbing spring 10.This secondary vibration insulating system increases the restoring force that returns to original position after damping members up move by the vertical shock-absorbing spring 9 that an end is fixed on the fixed component 8, the other end connects damping member 3, and the constraint by tilting horizontal shock-absorbing spring 10 weakens the influence of current to damping member.
The effect of described fixed component 8 is fixing lower ends of shock-absorbing spring, can be the uplift pile of going deep into the seabed, water-bed basement rock, stone, the concrete block that quality is bigger or the pouring weight of making of other materials.
Claims (5)
1. a great span bridge lower damper system for wind and water resistance is characterized in that, this system is: be provided with on the stiff girder of long span bridge beam or on the main push-towing rope with hoist cable and hold and be immersed in damping member in the water, the projected area A of this damping member on horizontal plane
0With its any perpendicular to the projected area A on the plane of horizontal plane
xSatisfy relation: A
0〉=3A
x
2. according to the described great span bridge lower damper system for wind and water resistance of claim 1, it is characterized in that, be provided with in described damping member (3) below and be positioned at water-bed fixed component (8), be connected with elastic component between this fixed component (8) and the described damping member (3).
3. according to the described great span bridge lower damper system for wind and water resistance of claim 2, it is characterized in that described elastic component is a spring.
4. according to the described great span bridge lower damper system for wind and water resistance of claim 3, it is characterized in that described spring is made up of vertical shock-absorbing spring (9) and tilting horizontal shock-absorbing spring (10).
5. according to the described great span bridge lower damper system for wind and water resistance of claim 2, it is characterized in that described fixed component (8) is deeply water-bed uplift pile or water-bed basement rock, or stone, or concrete block.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2008100310676A CN101260646B (en) | 2008-04-14 | 2008-04-14 | Great span bridge lower damper system for wind and water resistance |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN2008100310676A CN101260646B (en) | 2008-04-14 | 2008-04-14 | Great span bridge lower damper system for wind and water resistance |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN101260646A CN101260646A (en) | 2008-09-10 |
| CN101260646B true CN101260646B (en) | 2010-10-13 |
Family
ID=39961316
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN2008100310676A Expired - Fee Related CN101260646B (en) | 2008-04-14 | 2008-04-14 | Great span bridge lower damper system for wind and water resistance |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN101260646B (en) |
Families Citing this family (16)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN102031749B (en) * | 2009-09-28 | 2012-06-27 | 中交公路规划设计院有限公司 | Grid structure for controlling girder induced vibration of split steel box girder bridge |
| CN101899811B (en) * | 2010-07-16 | 2012-05-23 | 中国计量学院 | Method for reducing vortex-induced vibration of bridge span structure |
| CN102776835B (en) * | 2012-08-13 | 2014-11-26 | 长安大学 | Underwater damper for arched steel tower in construction condition |
| CN105178185B (en) * | 2015-09-10 | 2017-01-18 | 安徽省交通规划设计研究总院股份有限公司 | Oblique-damping restraint system for main girders of cable-stayed bridge |
| CN105274936B (en) * | 2015-11-20 | 2017-09-22 | 长安大学 | A kind of vibration suppression method and device of control bridge tower vibrations |
| CN109726488B (en) * | 2018-12-29 | 2023-06-23 | 同济大学 | Wind-resistant safety evaluation method for new structure after building group expansion |
| CN111794076A (en) * | 2020-06-24 | 2020-10-20 | 中铁第一勘察设计院集团有限公司 | Suspension bridge structure for controlling vibration by reversely and symmetrically suspending under beam |
| CN111851265B (en) * | 2020-07-25 | 2021-09-24 | 温州泰乐维工程设计有限公司 | Vortex excitation controller |
| CN112323637A (en) * | 2020-10-31 | 2021-02-05 | 六安德玛机械设备有限公司 | Safety detection device and detection method for construction bridge |
| CN112458880A (en) * | 2020-11-30 | 2021-03-09 | 大连理工大学 | Hang down and swing board device of suppression bridge flutter |
| CN112853925A (en) * | 2021-01-11 | 2021-05-28 | 大连理工大学 | Hang down and swing board active control device of suppression cross-sea bridge flutter |
| CN112853927A (en) * | 2021-01-12 | 2021-05-28 | 大连理工大学 | Heave plate-spring combined control device for inhibiting flutter of marine long-span bridge |
| CN112962421B (en) * | 2021-01-28 | 2022-12-27 | 西安科技大学 | Multifunctional stabilizing device for increasing damping of cable-stayed bridge |
| CN112942069B (en) * | 2021-02-03 | 2023-02-17 | 大连理工大学 | Heaving mesh cloth device for inhibiting flutter of sea-crossing bridge |
| CN113005880A (en) * | 2021-03-08 | 2021-06-22 | 大连理工大学 | Pulley-heave block device for inhibiting large-span bridge from fluttering |
| CN113106878A (en) * | 2021-04-14 | 2021-07-13 | 苏交科集团股份有限公司 | Method for improving flutter critical wind speed of super-large span bridge and reinforcing device |
Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE19955553A1 (en) * | 1999-11-18 | 2001-06-07 | Maurer Friedrich Soehne | Vibration damping assembly with fluid bath containing pair of plates which with two components produces gearing to reduce speed of movement with viscous friction |
| CN1590649A (en) * | 2003-09-03 | 2005-03-09 | 国际弗里希尼特斯特普公司 | Device for damping of vibrations in cables and method therefor |
| CN1936209A (en) * | 2006-10-24 | 2007-03-28 | 东南大学 | Large-span structure multi-dimension isolation shock-damping rack |
| CN101070694A (en) * | 2006-05-08 | 2007-11-14 | 丁美林 | Built-in type hydraulic shock-absorbing damper |
| CN101070693A (en) * | 2006-05-08 | 2007-11-14 | 丁美林 | Built-in air energy-eliminating shock-absorbing damper |
-
2008
- 2008-04-14 CN CN2008100310676A patent/CN101260646B/en not_active Expired - Fee Related
Patent Citations (5)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| DE19955553A1 (en) * | 1999-11-18 | 2001-06-07 | Maurer Friedrich Soehne | Vibration damping assembly with fluid bath containing pair of plates which with two components produces gearing to reduce speed of movement with viscous friction |
| CN1590649A (en) * | 2003-09-03 | 2005-03-09 | 国际弗里希尼特斯特普公司 | Device for damping of vibrations in cables and method therefor |
| CN101070694A (en) * | 2006-05-08 | 2007-11-14 | 丁美林 | Built-in type hydraulic shock-absorbing damper |
| CN101070693A (en) * | 2006-05-08 | 2007-11-14 | 丁美林 | Built-in air energy-eliminating shock-absorbing damper |
| CN1936209A (en) * | 2006-10-24 | 2007-03-28 | 东南大学 | Large-span structure multi-dimension isolation shock-damping rack |
Non-Patent Citations (1)
| Title |
|---|
| JP 特开平10-729 A,全文. |
Also Published As
| Publication number | Publication date |
|---|---|
| CN101260646A (en) | 2008-09-10 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN101260646B (en) | Great span bridge lower damper system for wind and water resistance | |
| Larsen et al. | Dynamic wind effects on suspension and cable-stayed bridges | |
| Zhu et al. | Coupled dynamic analysis of the vehicle-bridge-wind-wave system | |
| Chu et al. | Hydrodynamic response analysis of combined spar wind turbine and fish cage for offshore fish farms | |
| Phelan et al. | Full-scale measurements to investigate rain–wind induced cable-stay vibration and its mitigation | |
| Li et al. | Frequency domain dynamic analyses of freestanding bridge pylon under wind and waves using a copula model | |
| Kanie | Feasibility studies on various SFT in Japan and their technological evaluation | |
| CN110595713A (en) | Suspension type tunnel earthquake and flow induced vibration composite test simulation device | |
| Markogiannaki | Climate change and natural hazard risk assessment framework for coastal cable-stayed bridges | |
| Ghiasian et al. | Test-driven design of an efficient and sustainable seawall structure | |
| Warren-Codrington | Geotechnical considerations for onshore wind turbines: adapting knowledge and experience for founding on South African pedocretes | |
| Alluri et al. | Offshore wind feasibility study in India | |
| CN202718034U (en) | Novel floating combined cross-sea bridge | |
| Morgenthal et al. | Behaviour of very long cable-stayed bridges during erection | |
| CN210487213U (en) | Suspension type tunnel earthquake and flow induced vibration composite test simulation device | |
| CN201187037Y (en) | Damper for long-span bridge wind-resistant underwater damper system | |
| CN203654199U (en) | Cable-stayed bridge system at construction stage | |
| Liu et al. | Dynamic elastic response testing method of bridge structure under wind-wave-current action | |
| Cleary et al. | Assessment of engineering adaptations to extreme events and climate change for a simply supported interstate bridge over a shallow estuary: case study | |
| Gao et al. | Key Construction Technology of HuSuTong Yangtze River Bridge | |
| Nugraha et al. | Submerged Floating Tunnel Bridge (SFTB): A Status Report and Evaluation of Technology Readiness Level (TRL) | |
| Mamati et al. | Examination of The Core as A Rigidity Center in High-Rise Buildings | |
| Radic et al. | New alternative solutions for Pelješac bridge in Croatia | |
| Yang et al. | Experimental study on suppression of vortex-induced vibration of central-slotted box girder by aerodynamic countermeasures | |
| Xiang et al. | Solution to the traffic problems of long and deep water straits–smart submerged floating tunnel and its research |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| C06 | Publication | ||
| PB01 | Publication | ||
| C10 | Entry into substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| C14 | Grant of patent or utility model | ||
| GR01 | Patent grant | ||
| C17 | Cessation of patent right | ||
| CF01 | Termination of patent right due to non-payment of annual fee |
Granted publication date: 20101013 Termination date: 20120414 |