CN112853937A - Wind vibration suppression device for large-span straight web steel box girder bridge - Google Patents
Wind vibration suppression device for large-span straight web steel box girder bridge Download PDFInfo
- Publication number
- CN112853937A CN112853937A CN202110269207.9A CN202110269207A CN112853937A CN 112853937 A CN112853937 A CN 112853937A CN 202110269207 A CN202110269207 A CN 202110269207A CN 112853937 A CN112853937 A CN 112853937A
- Authority
- CN
- China
- Prior art keywords
- steel box
- box girder
- plate
- vibration suppression
- straight
- 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.)
- Granted
Links
- 229910000831 Steel Inorganic materials 0.000 title claims abstract 25
- 239000010959 steel Substances 0.000 title claims abstract 25
- 230000001629 suppression Effects 0.000 title claims abstract 16
- 238000005192 partition Methods 0.000 claims abstract 5
- 238000003466 welding Methods 0.000 claims 1
Images
Classifications
-
- 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
-
- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2/00—Bridges characterised by the cross-section of their bearing spanning structure
- E01D2/04—Bridges characterised by the cross-section of their bearing spanning structure of the box-girder type
-
- Y—GENERAL TAGGING OF NEW TECHNOLOGICAL DEVELOPMENTS; GENERAL TAGGING OF CROSS-SECTIONAL TECHNOLOGIES SPANNING OVER SEVERAL SECTIONS OF THE IPC; TECHNICAL SUBJECTS COVERED BY FORMER USPC CROSS-REFERENCE ART COLLECTIONS [XRACs] AND DIGESTS
- Y02—TECHNOLOGIES OR APPLICATIONS FOR MITIGATION OR ADAPTATION AGAINST CLIMATE CHANGE
- Y02E—REDUCTION OF GREENHOUSE GAS [GHG] EMISSIONS, RELATED TO ENERGY GENERATION, TRANSMISSION OR DISTRIBUTION
- Y02E10/00—Energy generation through renewable energy sources
- Y02E10/70—Wind energy
- Y02E10/72—Wind turbines with rotation axis in wind direction
Landscapes
- Engineering & Computer Science (AREA)
- Architecture (AREA)
- Civil Engineering (AREA)
- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The invention provides a wind vibration suppression device for a large-span straight web steel box girder bridge, which comprises two vibration suppression units, wherein the two vibration suppression units are respectively fixed on the left side and the right side of a steel box girder, and each vibration suppression unit comprises a plurality of horizontal plates, a plurality of vertical plates and a plurality of steel box girder outer transverse partition plates. A plurality of horizontal plates are horizontally fixed on the straight web plate of the steel box girder side by side along the bridge direction; the vertical plates are vertically fixed at one end of the horizontal plate side by side along the bridge direction, and the vertical plates, the horizontal plate and the straight web plate are matched to form a semi-closed structure; the plurality of steel box girder outer transverse clapboards are positioned in a semi-closed structure formed by matching the horizontal plate, the vertical plate and the straight web plate; the invention provides a wind vibration suppression device for a long-span straight web steel box girder bridge, which can effectively suppress the amplitude of vortex vibration, improve the flutter critical wind speed and ensure the safety and driving comfort of the bridge.
Description
Technical Field
The invention relates to the field of bridge engineering, in particular to a wind vibration suppression device for a large-span straight web steel box girder bridge.
Background
With the development of bridges in the direction of large span, softness and beauty, steel box girders, also called steel plate box girders, are widely applied to large-span bridges due to the advantages of light dead weight and the like, are common structural forms of large-span bridges, are generally applied to bridges with larger span, and are called steel box girders due to the appearance like a box. The steel box girder is generally formed by connecting a top plate, a bottom plate, a web plate, a transverse partition plate, a longitudinal partition plate, a stiffening rib and the like in a full welding mode, however, in the prior art, a straight web plate steel box girder bridge is a blunt body section, the phenomenon of wind vibration is frequent, the driving safety and the comfort are influenced, and the fatigue failure of components is easily caused.
Disclosure of Invention
The invention provides a wind vibration suppression device for a long-span straight web steel box girder bridge, which can effectively suppress the amplitude of vortex vibration, improve the flutter critical wind speed and ensure the safety and driving comfort of the bridge.
The technical scheme of the invention is as follows:
the utility model provides a wind that is used for straight web steel box girder bridge of large-span shakes and suppresses device, includes two and suppresses the unit that shakes, and two are suppressed and shake the unit and fix respectively in the left and right sides of steel box girder, and every is suppressed and shakes the unit and all includes:
the horizontal plates are horizontally fixed on the straight web plate of the steel box girder side by side along the bridge direction;
the vertical plates are vertically fixed at one end of the horizontal plate side by side along the bridge direction, and the vertical plates, the horizontal plate and the straight web plate are matched to form a semi-closed structure;
the plurality of steel box girder outer transverse partition plates are positioned in a semi-closed structure formed by matching the horizontal plates, the vertical plates and the straight web plates; the outer diaphragm plates of the steel box girder are arranged side by side along the direction along the bridge and are vertically fixed with the horizontal plate, the vertical plate and the straight web plate.
The whole transverse clapboard outside the steel box girder is of a right-angle trapezoidal structure, the upper trapezoidal bottom is vertically fixed with the horizontal plate, the lower trapezoidal bottom is vertically fixed with the straight web plate, and the right-angle trapezoidal side is vertically fixed with the horizontal plate.
The distance between the outer diaphragm plates of two adjacent steel box girders is 1m-2 m.
And rib plates are also vertically fixed below the horizontal plates and vertically penetrate through gaps formed in the transverse partition plate outside the steel box girder.
The ribbed plates are fixed below the horizontal plate side by side along the bridge direction, and the distance between the ribbed plates is 500mm-700 mm.
And the distance between the intersection point of the vertical plate and the horizontal plate and the end point of the straight web plate of the horizontal plate far away from the steel box girder is three times of the thickness of the vertical plate.
The side of the horizontal plate far away from the straight web plate is inclined downwards by an angle of 2% compared with the side fixed on the straight web plate.
The width of the horizontal plate is 0.05 to 0.1 times of the width of the bridge.
The height of the vertical plate is 0.15 to 0.3 times of the height of the center of the bridge.
The horizontal plate, the vertical plate, the outer diaphragm plate of the steel box girder and the rib plate are all welded.
The invention has the beneficial effects that:
1. the invention provides a wind vibration suppression device for a large-span straight web steel box girder bridge, which is arranged on the basis of a straight web steel box girder.
Drawings
FIG. 1 is a schematic structural view of the cross section of the straight web steel box girder bridge.
Fig. 2 is an enlarged schematic view of the vibration suppressing device of fig. 1 according to the present invention.
Fig. 3 is a schematic structural view of the present invention fixed to the left and right sides of a steel box girder.
Fig. 4 is a partially enlarged view of the intersection of the vertical plate and the horizontal plate of the present invention.
Fig. 5 shows the torsional displacement of a straight web steel box girder bridge without the device at each angle of attack.
Fig. 6 shows torsional displacements at various angles of attack of the straight web steel box girder provided with the eddy vibration suppression device.
FIG. 7 shows the flow field circumfluence around the section of the bluff body simulated by a numerical simulation technique without adding a vibration suppression unit.
FIG. 8 shows the flow field flow around the section of the bluff body simulated by the numerical simulation technique with the vibration suppression unit added.
Description of reference numerals:
1. a horizontal plate; 2. a vertical plate; 3. a rib plate; 4. a steel box girder outer diaphragm plate; 5. a sidewalk rail; 6. an anti-collision railing; 7. a straight web; 8. and (5) overhauling the track of the vehicle.
Detailed Description
An embodiment of the present invention will be described in detail with reference to fig. 1 to 8, but it should be understood that the scope of the present invention is not limited by the embodiment.
As shown in fig. 2, an embodiment of the present invention provides a wind vibration suppression device for a large-span straight web steel box girder bridge, which includes two vibration suppression units, wherein the two vibration suppression units are respectively fixed on the left and right sides of a steel box girder, and each vibration suppression unit includes a plurality of horizontal plates 1, a plurality of vertical plates 2, and a plurality of steel box girder outer diaphragms 4; the horizontal plates 1 are horizontally fixed on a straight web 7 of the steel box girder side by side along the bridge direction, the vertical plates 2 are vertically fixed at one end of the horizontal plates 1 side by side along the bridge direction, and the vertical plates 2, the horizontal plates 1 and the straight web 7 are matched to form a semi-closed structure; the outer diaphragm plate 4 of steel box girder is located in the semi-closed structure that horizontal plate 1, vertical board 2 and straight web 7 cooperation formed, the outer diaphragm plate 4 of steel box girder is placed side by side along the direction of following the bridge, and all with horizontal plate 1 vertical board 2 and straight web 7 vertical fixation.
Fig. 1 is a structural schematic view of a cross section of a straight web steel box girder bridge provided with one embodiment of the present invention. Other structures of the straight web steel box girder bridge can also be seen in the figures, such as walkway railings 5, collision railings 6, maintenance car tracks 8, etc.
When the airflow acts on the blunt body section of the straight web steel box girder bridge, the separation occurs on the blunt body section, and vortexes are formed on the top plate, the bottom plate and the tail of the blunt body section, which may cause the vibration of the bridge. Based on the theory, the left side and the right side of the steel box girder are respectively fixed with a vibration suppression unit, each vibration suppression unit comprises a plurality of horizontal plates 1, a plurality of vertical plates 2 and a plurality of steel box girder outer transverse partition plates 4, and the vibration of the vortex on the section of the blunt body is suppressed by scattering the vortex into smaller vortices through the vibration suppression units. Fig. 7 shows the flow field streaming situation near the blunt body cross section simulated by the numerical simulation technique without adding the vibration suppression unit, fig. 8 shows the flow field streaming situation near the blunt body cross section simulated by the numerical simulation technique with the vibration suppression unit, and the left side is the incoming flow side, so that after the vibration suppression unit is added, the vortexes around the cross section are broken up into smaller vortexes, the vortex group C with the large upper surface at the front end of the main beam and the vortex group D with the large tail end of the main beam are reduced or disappeared, symmetrical small vortexes E are formed at the upper and lower positions of the inverted L pneumatic stabilizing plate, a part of pneumatic power of vortex-induced vibration is counteracted, and the influence of vortex shedding at the tail part on the cross section is reduced.
As shown in fig. 3, the wind vibration suppressing apparatus is disposed on both sides of the bridge in a full length, and the horizontal plate 1, the vertical plate 2 and other members are divided into a plurality of sections and then welded in consideration of convenience in actual transportation and construction.
Further, the whole outer diaphragm plate 4 of the steel box girder is of a right-angle trapezoid structure, the upper bottom of the trapezoid is vertically fixed with the horizontal plate 1, the lower bottom of the trapezoid is vertically fixed with the straight web 7, and the right-angle side of the trapezoid is vertically fixed with the horizontal plate 1.
Further, the distance between the two adjacent outer diaphragm plates 4 of the steel box girder is 1m-2 m. The steel box girder outer diaphragm plates 4 are arranged at intervals of 1m-2m along the bridge direction, and play a role in supporting the horizontal plate 1 and the vertical plate 2.
Furthermore, a rib plate 3 is vertically fixed below the horizontal plate 1, and the rib plate 3 vertically penetrates through a gap formed in the diaphragm plate 4 outside the steel box girder.
Further, the rib plates 3 are fixed below the horizontal plate 1 side by side along the bridge direction, and the distance between the rib plates 3 is 500-700 mm. As shown in fig. 2, the rib 3 of the present invention is used to support the horizontal plate 1, prevent the horizontal plate 1 from being locally deformed, and increase the rigidity of the horizontal plate 1.
Further, the distance between the intersection point of the vertical plate 2 and the horizontal plate 1 and the end point of the horizontal plate 1 far away from the straight web 7 of the steel box girder is 3-5 times of the thickness of the vertical plate 2.
As shown in the attached figure 4, the intersection point of the connection of the vertical plate 2 and the horizontal plate 1 is a point A, the end point of the horizontal plate 1 far away from the straight web 7 of the steel box girder is a point B, and the distance from the point A to the point B is about 3-5 times of the thickness. The distance is set mainly in consideration of the width of a weld when the vertical plate 2 is welded to the horizontal plate 1.
Further, the side of the horizontal plate 1 remote from the straight web 7 is inclined downward by an angle of 2% compared to the side fixed to the straight web 7. The 2% cross slope is set in the invention to quickly drain water in rainy days.
Further, the width of the horizontal plate 1 is 0.05 to 0.1 times the width of the bridge. Wherein the optimal width is 0.085 times the width of the bridge.
Further, the height of the vertical plate 2 is 0.15 to 0.3 times the height of the center of the bridge. Wherein the optimal height is 0.227 times the height of the bridge.
Furthermore, the horizontal plate 1, the vertical plate 2, the steel box girder outer diaphragm plate 4 and the ribbed plate 3 are all welded.
And (3) test results:
according to the invention, the wind vibration response of the bridge at different wind speeds is obtained by performing a section model wind tunnel test on the straight web steel box girder.
The bridge model is a structural model which reduces an actual bridge according to a certain proportion, and the bridge model wind tunnel test is to install the bridge model in a wind tunnel to simulate the response of the actual bridge under the action of strong wind and see whether the designed bridge meets the requirement of wind resistance specifications; before the wind tunnel test is carried out, the bridge model is required to be debugged, so that the parameters such as the frequency and the like can be matched with the actual bridge. After the bridge model is debugged in the wind tunnel, wind is added step by step from zero wind speed, the response of the bridge model under each level of wind speed is observed, the displacement of the bridge model under each wind speed is calculated through a programmed program and is compared with a limit value specified by a specification, and if the displacement exceeds the limit value, flutter or vortex vibration is considered to occur.
The flutter result of the straight web steel box girder main girder segment model is as follows: the flutter critical wind speed of the straight web steel box girder bridge without any vibration suppression measure at an attack angle of +3 degrees is 52.6m/s and is less than the flutter inspection wind speed of 69.7 m/s; the flutter critical wind speed at the attack angle of +5 degrees is 46.8m/s, which is 48.8m/s less than the flutter test wind speed. Therefore, the flutter critical wind speed of the main beam of the straight-web steel box girder bridge at the positive attack angle is smaller than the flutter inspection wind speed, and the flutter stability of the section is not ideal.
The flutter performance of the main beam of the straight web steel box girder provided with the horizontal plate 1 and the vertical plate 2 with different sizes is tested, and the flutter critical wind speed is shown in table 1.
TABLE 1
As can be seen from Table 1, when the size of the horizontal plate is 0.06W, the flutter critical wind speed of the straight web steel box girder with the size of the vertical plate of 0.212H at +3 degrees is less than the flutter inspection wind speed, and the requirements are not met; when the size of the horizontal plate is 0.085W, the flutter critical wind speed of the vertical plates with three sizes all meets the specification requirement, but the flutter stability of the vertical plates with the size of 0.227H is the best, so that the size vibration suppression device can be installed on the straight web steel box girder to effectively improve the wind resistance stability.
The results of the vortex vibration wind tunnel test of the straight web steel box girder segment model are shown in fig. 5, and it can be seen from the figure that the straight web steel box girder bridge without any vibration suppression measures generates great torsional displacement at each attack angle.
The result of mounting the vibration suppression device of the invention on the main beam is shown in fig. 6, and as can be seen from fig. 6, the vortex-induced vibration of the segmental model added with the vibration suppression device basically has no torsional displacement, the maximum amplitude is 0.0092 degrees, and the allowable value of the specification requirement is met.
The specific parameters of the corresponding vibration suppression device in fig. 6 are: the width of the upper horizontal plate is 0.085W, the width of the vertical plate is 0.227H, and the thickness of each of the horizontal plate and the vertical plate is 10 mm.
And (4) test conclusion: according to the results of the section model vibration test of the main girder of the straight-web steel box girder bridge, the vibration suppression device provided by the invention is arranged on the straight web of the steel box girder, so that the flutter critical wind speed can be obviously improved, and the flutter stability is enhanced; the amplitude of the vortex-induced vibration is reduced, and the generation of the vortex-induced vibration can be suppressed.
In conclusion, the invention provides the wind vibration suppression device for the large-span straight web steel box girder bridge, which can effectively suppress the amplitude of vortex vibration, improve the flutter critical wind speed, ensure the safety and the driving comfort of the bridge, and has the advantages of simple and convenient construction and lower manufacturing cost.
Claims (10)
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110269207.9A CN112853937B (en) | 2021-03-12 | 2021-03-12 | Wind vibration suppression device for large-span straight web steel box girder bridge |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202110269207.9A CN112853937B (en) | 2021-03-12 | 2021-03-12 | Wind vibration suppression device for large-span straight web steel box girder bridge |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| CN112853937A true CN112853937A (en) | 2021-05-28 |
| CN112853937B CN112853937B (en) | 2022-08-09 |
Family
ID=75994280
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| CN202110269207.9A Active CN112853937B (en) | 2021-03-12 | 2021-03-12 | Wind vibration suppression device for large-span straight web steel box girder bridge |
Country Status (1)
| Country | Link |
|---|---|
| CN (1) | CN112853937B (en) |
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115125826A (en) * | 2022-08-05 | 2022-09-30 | 重庆城投基础设施建设有限公司 | Pneumatic structure for inhibiting vortex-induced vibration of large-span public-rail dual-purpose steel truss suspension bridge |
| CN118375048A (en) * | 2024-04-18 | 2024-07-23 | 保利长大工程有限公司 | Control pneumatic structure for vortex-induced vibration of double-layer truss bridge |
Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101781876A (en) * | 2010-03-29 | 2010-07-21 | 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 |
| CN203668813U (en) * | 2013-12-19 | 2014-06-25 | 西南交通大学 | Fairing used for controlling bluff body superposed beam bridge vortex induced resonance |
| CN108221642A (en) * | 2018-01-08 | 2018-06-29 | 长安大学 | Improve the pneumatic structure of bridge H-type bluff body wind induced structural vibration performance |
| CN211665548U (en) * | 2019-12-25 | 2020-10-13 | 西南交通大学 | Tuyere structure for vortex vibration control of rectangular steel box girder bridge |
-
2021
- 2021-03-12 CN CN202110269207.9A patent/CN112853937B/en active Active
Patent Citations (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN101781876A (en) * | 2010-03-29 | 2010-07-21 | 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 |
| CN203668813U (en) * | 2013-12-19 | 2014-06-25 | 西南交通大学 | Fairing used for controlling bluff body superposed beam bridge vortex induced resonance |
| CN108221642A (en) * | 2018-01-08 | 2018-06-29 | 长安大学 | Improve the pneumatic structure of bridge H-type bluff body wind induced structural vibration performance |
| CN211665548U (en) * | 2019-12-25 | 2020-10-13 | 西南交通大学 | Tuyere structure for vortex vibration control of rectangular steel box girder bridge |
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN115125826A (en) * | 2022-08-05 | 2022-09-30 | 重庆城投基础设施建设有限公司 | Pneumatic structure for inhibiting vortex-induced vibration of large-span public-rail dual-purpose steel truss suspension bridge |
| CN118375048A (en) * | 2024-04-18 | 2024-07-23 | 保利长大工程有限公司 | Control pneumatic structure for vortex-induced vibration of double-layer truss bridge |
| CN118375048B (en) * | 2024-04-18 | 2025-04-08 | 保利长大工程有限公司 | A pneumatic structure for controlling vortex-induced vibration of double-deck truss bridges |
Also Published As
| Publication number | Publication date |
|---|---|
| CN112853937B (en) | 2022-08-09 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| Li et al. | Vortex-induced vibration optimization of a wide streamline box girder by wind tunnel test | |
| Bai et al. | Aerodynamic performance of Π-shaped composite deck cable-stayed bridges including VIV mitigation measures | |
| CN105525565B (en) | A kind of streamlined box beam whirlpool shake vibration suppression construction | |
| Wardlaw | The improvement of aerodynamic performance | |
| Miyata et al. | Akashi Kaikyo Bridge: Wind effects and full model wind tunnel tests | |
| Miyata et al. | Aerodynamics of wind effects on the Akashi Kaikyo Bridge | |
| CN112853937A (en) | Wind vibration suppression device for large-span straight web steel box girder bridge | |
| CN203593947U (en) | Guide plate assembly for control of vortex-excited vibration of bridge with bluff body superposed beam | |
| CN116289503A (en) | A device and method for suppressing vortex-induced resonance of main girder of long-span highway-railway double-layer truss girder | |
| CN211665548U (en) | Tuyere structure for vortex vibration control of rectangular steel box girder bridge | |
| Zhao et al. | Emergency measures for vortex-induced vibration of humen bridge | |
| CN110886198A (en) | Tuyere structure for vortex vibration control of rectangular steel box girder bridge | |
| CN205529850U (en) | Structure but streamline casting box roof beam whirlpool shakes | |
| CN217460233U (en) | Pneumatic device for improving vortex vibration performance of double-H-shaped superposed beam bridge | |
| Larsen et al. | Vortex-shedding excitation of box-girder bridges and mitigation | |
| CN108221642B (en) | Aerodynamic structure for improving wind-induced vibration performance of bridge H-shaped blunt body structure | |
| CN113322783B (en) | A sound barrier device and method for suppressing vortex-induced resonance of main beams of large-span bridges | |
| CN211665547U (en) | Pneumatic device for controlling vortex vibration of I-shaped composite beam bridge | |
| CN115125826A (en) | Pneumatic structure for inhibiting vortex-induced vibration of large-span public-rail dual-purpose steel truss suspension bridge | |
| Liu et al. | Effect of guide vane beside maintenance rail on vortex-induced vibration of streamlined box girder | |
| CN113502729A (en) | Cable-stayed bridge steel plate combination beam capable of resisting vortex-induced vibration | |
| CN113174836B (en) | Inter-groove apron plate for improving vortex vibration performance of double-amplitude bridge and double-amplitude bridge | |
| CN110886193B (en) | Pneumatic device for controlling vortex vibration of I-shaped superposed beam bridge and using method thereof | |
| CN117026779A (en) | Inclined apron board for improving flutter performance of large-span flat steel box girder bridge | |
| CN114875774A (en) | A pneumatic device for improving the vortex vibration performance of a double I-shaped composite beam bridge |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| PB01 | Publication | ||
| PB01 | Publication | ||
| SE01 | Entry into force of request for substantive examination | ||
| SE01 | Entry into force of request for substantive examination | ||
| GR01 | Patent grant | ||
| GR01 | Patent grant |