CN212582399U - Novel bridge vortex-induced vibration suppression device for replacing protective fence - Google Patents
Novel bridge vortex-induced vibration suppression device for replacing protective fence Download PDFInfo
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- CN212582399U CN212582399U CN202021856406.7U CN202021856406U CN212582399U CN 212582399 U CN212582399 U CN 212582399U CN 202021856406 U CN202021856406 U CN 202021856406U CN 212582399 U CN212582399 U CN 212582399U
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Abstract
The utility model discloses a replace novel bridge vortex induced vibration suppression device of rail guard, its characterized in that: the bridge deck comprises a plurality of restraining components consisting of protective railings and grids, wherein the protective railings are longitudinally arranged on a bridge deck main beam, heightening grids are transversely arranged at the bottoms of the protective railings, the grids are transversely arranged at the upper parts of the protective railings, and the grids are movably connected with the protective railings with the centers of two ends of the heightening grids and can be turned and opened around the connection positions; this practicality has restrained the formation that the vortex shakes from the source, and the grid can all be opened under dangerous wind speed, reduces the windage coefficient to avoid the girder to receive too big wind and drag the load, the intelligence grid can be according to the condition of wind speed, the height that the adjustment grid of pertinence was opened, thereby the production of better suppression whole bridge vortex is the important component of intelligent control system.
Description
Technical Field
The utility model relates to an restraining device, in particular to replace novel bridge vortex induced vibration suppression device of rail guard.
Background
The bridge deck is obviously vibrated up and down by vortex-induced wind vibration of the Guangzhou tiger door bridge in 5 months in 2020, thereby drawing wide attention of all social circles. The vortex-induced vibration of the bridge girder belongs to environmental excitation, and the mechanism is as follows: when wind blows over the main beam, the wind is divided into two side wake flows by the main beam, periodic vortex is generated in the wake flows, and the vortex in the wake flows on the two sides falls off alternately, so that the wind pressure on the surface of the main beam generates periodic change and corresponding periodic change force. When this periodically varying force (vortex-induced load) causes periodic forced vibration of the main beam. When the period of the vortex-induced load is close to the frequency of certain-order modal vibration of the main beam, the main beam resonates, and macroscopic vibration, which is called vortex-induced vibration, appears. Due to the characteristics of low rigidity, light self weight, small damping and the like of a main beam structure of the large-span bridge, vortex-induced vibration can be excited at low wind speed under the condition of no vortex-induced inhibition mechanism. The vortex-induced load is limited by its main beam resonance to a maximum amplitude, and when the amplitude exceeds this amplitude, the load will drop so that the amplitude is reduced to a balanced maximum amplitude, referred to as self-limiting amplitude. Although the vortex-induced vibration does not bring about great wind load and cause the structure to generate strong damage due to the second-order effect like other galloping and fluttering, the vortex-induced resonance with the self-limited amplitude for a long time can cause great fatigue damage and seriously affect the bridge passing.
According to the requirement of a highway bridge wind resistance design specification JTG/T3360-01-2018, when the span L of a main span of a steel girder bridge is less than 100m or the span of a solid web girder bridge is less than 200m, vortex-induced resonance can be estimated according to a formula given by the specification; when the span of the bridge is larger than the specified length, a model test or a model pneumatic test which meets the standard design is required. The acceleration amplitude is used as the judgment basis of vertical bending vibration, so that the method is not suitable for a large-span bridge and the amplitude is allowed to be too large; according to the suggestion of the Cheng political clear education of south China university, the amplitude allowable value should be combined with the factors of the driving comfort of a pedestrian driver, the structural fatigue, the on-bridge vehicle visual range and the like. For high-order mode vortex-induced resonance of three and more than three half waves, the allowable amplitude is limited to be below 0.35 m. In view of this, the vortex-induced amplitude of a tiger-door bridge is above the permissible value and must be improved by changing the basic aerodynamic profile, additional aerodynamic measures or damping measures.
The pneumatic measures for the existing bridge girder generally comprise a flow inhibiting plate, a flow guide plate, a pneumatic grating and the like, and the measures can effectively inhibit vortex-induced resonance of the bridge. However, pneumatic grilles are typically constructed as split beam decks; the current-suppressing plates and the flow-guiding plates are most effective for specific wind speeds due to the suppressing effect thereof, and may be reduced in efficiency when the wind speed changes.
SUMMERY OF THE UTILITY MODEL
An object of the utility model is to provide a substitute guard rail's novel bridge vortex induced vibration suppression device.
The utility model adopts the technical proposal that:
the utility model provides a substitute novel bridge vortex induced vibration suppression device of rail guard which characterized in that: including a plurality of suppression subassemblies of constituteing by preventing railing, grid, prevent that the railing vertically sets up on the bridge floor girder, prevent that the railing bottom transversely sets up and increases the grid, and upper portion transversely sets up the grid, the grid with increase the central authorities and the prevention railing swing joint at grid both ends to can open around this junction upset.
When the guard rail is in a closed state, the grating and the heightening grating form a plate type.
The suppression subassembly that a plurality of are constituteed by guard bar, grid is the setting of high and low fluctuation on the bridge floor girder, when grid and increase grid closed condition, highly be periodic variation.
The grille and the heightening grille are provided with opening and closing control mechanisms at the joints with the guard rails.
The restraining components consisting of the protective railings and the grids are arranged at the intervals and on the two sides of the lane of the bridge floor, and the height of the restraining components at the same cross section is different.
The utility model has the advantages that: grid formula (curtain formula) rail guard, the rail guard commonly used on the current bridge is directly replaced, the bottom sets up to steel construction or concrete structure, upper portion is the open closed grid of segmentation, install spiral side board back projection diameter additional and be periodic variation along the axial length scope, the frequency of vortex just also changes so equally, can not form stable whole vortex and arouse the vortex of whole bridge and shake, the formation that the vortex shakes has been suppressed from the source, the grid can all be opened under dangerous wind speed, reduce the windage coefficient, thereby avoid the girder to receive too big wind load that drags, intelligent grid can be according to the condition of wind speed, the height that the targeted adjustment grid was opened, thereby the better production of restraining the vortex of whole bridge, be the important component of intelligent control system.
Drawings
The present invention will be described in further detail with reference to the accompanying drawings and specific embodiments.
FIG. 1 is a side view of a set of restraint assembly grids and booster grids of the present invention closed;
FIG. 2 is a side view of a set of restraint module grilles and booster grilles of the present invention open;
FIG. 3 is a schematic view of a set of restraint module grids and booster grids of the present invention being opened;
FIG. 4 is a schematic view of a set of restraint module grids and booster grids of the present invention closed;
FIG. 5 is a schematic view of the closing of a section of the suppression assembly grid and the heightening grid of the present invention;
FIG. 6 is a schematic view of the opening of a section of the restraint module grid and the heightening grid of the present invention;
FIG. 7 is a side view of the present invention installed on a bridge deck;
fig. 8 is a schematic view of the present invention installed on a bridge floor.
Wherein: 1. a guard rail; 2. a grid; 3. heightening the grid; 4. a bridge deck girder; 5. an opening/closing control mechanism; 6. a suppression component; 7. and (5) bridge deck.
Detailed Description
As shown in fig. 1-8, a novel bridge vortex-induced vibration suppression device for replacing a protective fence comprises a plurality of suppression assemblies 6 consisting of protective railings 1 and grids, wherein the protective railings 1 are longitudinally arranged on a bridge deck girder 4 and are made of steel or engineering plastics, a heightening grid 3 is transversely arranged at the bottom of each protective railing 1, a grid 2 is transversely arranged at the upper part of each protective railing, and the grids 2 and the centers of two ends of the heightening grid 3 are movably connected with the protective railings 1 and can be turned and opened around the connection part.
When the grille 2 and the heightening grille 3 are in a closed state, the grille 2 and the heightening grille 3 form a plate type.
A plurality of restraining components 6 consisting of the protective railings 1 and the grids are arranged on the bridge deck girder 4 in a fluctuating way, and the height of the restraining components is periodically changed when the grids 2 and the heightening grids 3 are in a closed state.
The grille 2 and the heightening grille 3 are provided with an opening and closing control mechanism 5 at the joint with the guard rail 1, and the grille 2 and the heightening grille 3 can be opened and closed by a mechanical or intelligent remote control device.
The restraining components 6 consisting of the protective railings 1 and the grids are arranged at the intervals and two sides of the lanes of the bridge floor 7, and the height of the restraining components 6 at the same cross section position is different.
Table 1 grid bridge guard rail size design parameters for vortex induced vibration suppression:
when the wind speed of the bridge is lower than a certain design value, the working state of the whole grid type bridge guard rail is shown in fig. 1, 4 and 5. The frequency of wake generated after each section of air flow (wind) passes through the guard rails with different heights is different, and the wake cannot form an integral uniform vortex, so that the vortex-induced resonance of the whole bridge deck girder cannot be sufficiently caused. Therefore, the grid type bridge protection fence can inhibit the generation of eddy currents which can excite the whole bridge resonance from the source.
When the wind speed of the bridge is higher than a certain design value, the working state of the whole grid type bridge protection fence is as shown in fig. 2, 3 and 6. The grille is fully opened, each section of air flow can smoothly pass through the guard rail, and the wind drag coefficient is reduced, so that the lateral wind drag force to the structure is reduced, and the risk of structural strength damage and other types of wind vibration is reduced. The frequency of the vortex generated by the wind speed is usually high, and the high-order natural vibration frequency of the bridge is damped greatly and is generally difficult to excite vibration, so that the bridge vortex-induced resonance is not a main risk factor at the high wind speed.
The utility model discloses grid formula (curtain formula) rail guard, directly replace the rail guard commonly used on the current bridge, the bottom sets up to steel construction or concrete structure, but upper portion is the open closed grid of segmentation, install spiral curb plate back projection diameter additional and be periodic variation along the axial length scope, the frequency of vortex just so also changes equally, can not form stable whole vortex and arouse the vortex of whole bridge and shake, the formation that the vortex shakes has been restrained from the source, the grid can all be opened under dangerous wind speed, reduce the windage coefficient, thereby avoid the girder to receive too big wind and drag the load, the intelligence grid can be according to the condition of wind speed, the height that the adjustment grid of pertinence was opened, thereby better suppression whole bridge vortex's production, be intelligent control system's important component.
Claims (5)
1. The utility model provides a substitute novel bridge vortex induced vibration suppression device of rail guard which characterized in that: including a plurality of suppression subassemblies of constituteing by preventing railing, grid, prevent that the railing vertically sets up on the bridge floor girder, prevent that the railing bottom transversely sets up and increases the grid, and upper portion transversely sets up the grid, the grid with increase the central authorities and the prevention railing swing joint at grid both ends to can open around this junction upset.
2. The novel bridge vortex-induced vibration suppression device for replacing the guard rail of claim 1, wherein: when the guard rail is in a closed state, the grating and the heightening grating form a plate type.
3. The novel bridge vortex-induced vibration suppression device for replacing the guard rail of claim 1, wherein: the suppression subassembly that a plurality of are constituteed by guard bar, grid is the setting of high and low fluctuation on the bridge floor girder, when grid and increase grid closed condition, highly be periodic variation.
4. The novel bridge vortex-induced vibration suppression device for replacing the guard rail of claim 1, wherein: the grille and the heightening grille are provided with opening and closing control mechanisms at the joints with the guard rails.
5. The novel bridge vortex-induced vibration suppression device for replacing the guard rail of claim 1, wherein: the restraining components consisting of the protective railings and the grids are arranged at the intervals and on the two sides of the lane of the bridge floor, and the height of the restraining components at the same cross section is different.
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202021856406.7U CN212582399U (en) | 2020-08-31 | 2020-08-31 | Novel bridge vortex-induced vibration suppression device for replacing protective fence |
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| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| CN202021856406.7U CN212582399U (en) | 2020-08-31 | 2020-08-31 | Novel bridge vortex-induced vibration suppression device for replacing protective fence |
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| CN212582399U true CN212582399U (en) | 2021-02-23 |
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Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114369995A (en) * | 2022-02-21 | 2022-04-19 | 中南大学 | Flexible vortex generator for inhibiting bridge vortex vibration |
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2020
- 2020-08-31 CN CN202021856406.7U patent/CN212582399U/en active Active
Cited By (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN114369995A (en) * | 2022-02-21 | 2022-04-19 | 中南大学 | Flexible vortex generator for inhibiting bridge vortex vibration |
| CN114369995B (en) * | 2022-02-21 | 2022-11-04 | 中南大学 | Flexible vortex generator for inhibiting bridge vortex vibration |
| WO2023155922A1 (en) * | 2022-02-21 | 2023-08-24 | 中南大学 | Flexible vortex generator for inhibiting vortex-induced vibration of bridges |
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