A split-type steel box girder vortex vibration damping structure

Abstract

This utility model relates to the field of bridge engineering technology, specifically to a split-type steel box girder vortex-induced vibration suppression structure. Two adjacent steel box girders are arranged in parallel and connected by multiple transverse connecting beams spaced longitudinally. A vent is provided on the side of each steel box girder away from the other. On the side of each steel box girder closer to the other, a vortex-blocking plate and a wind-resistant stabilizing component are provided between two adjacent transverse connecting beams. The vortex-blocking plate is connected to the top plate of the steel box girder, and the wind-resistant stabilizing component is connected to the transverse connecting beams at both ends. This utility model provides vents on the outer sides of both steel box girders and vortex-blocking plates and wind-resistant stabilizing components on the inner sides of both steel box girders. The combination of these two aerodynamic measures effectively suppresses bridge flutter and vortex-induced vibration, thereby improving the bridge's wind resistance.

Description

Technical Field

[0001] This utility model relates to the field of bridge engineering technology, specifically to a split-type steel box girder vortex vibration suppression structure. Background Technology

[0002] Split-type steel box girders are lightweight, rigid, and have good flutter resistance, making them increasingly widely used in ultra-long span bridges. However, slotting between the main girder sections can easily lead to vortex-induced vibration in split-type steel box girders.

[0003] Currently, there are three types of measures to suppress bridge vibration: structural measures, mechanical measures, and aerodynamic measures. Among these, aerodynamic measures are more economical and effective. Commonly used aerodynamic measures include changing the shape of the air nozzles and installing vortex deflectors, guide vanes, and stabilizing plates. Studies have found that individual aerodynamic measures are not very effective, while combined aerodynamic measures often have better vibration suppression effects.

[0004] In summary, there is an urgent need for a split-type steel box girder vortex vibration suppression structure to solve the problems existing in the current technology. Utility Model Content

[0005] The purpose of this utility model is to provide a split-type steel box girder vortex vibration suppression structure, aiming to solve the problem of poor vibration suppression effect of single aerodynamic measures. The specific technical solution is as follows:

[0006] A split-type steel box girder vortex vibration suppression structure is disclosed, wherein two adjacent steel box girders are arranged in parallel and connected by multiple transverse connecting beams spaced apart along the longitudinal direction; a wind nozzle is provided on the side of the steel box girder away from the other steel box girder; on the side of the steel box girder closer to the other steel box girder, a vortex-blocking plate and a wind-resistant stabilizing component are provided between two adjacent transverse connecting beams; the vortex-blocking plate is connected to the top plate of the steel box girder, and the wind-resistant stabilizing component is connected to the transverse connecting beams at both ends.

[0007] Preferably, gaps are left between the vortex-blocking plate and the transverse connecting beams at both ends; the vortex-blocking plate has a transverse slope, and the elevation of the fixed end of the vortex-blocking plate connected to the steel box girder is higher than the elevation of its cantilever end.

[0008] Preferably, the bottom of the vortex-blocking plate is provided with longitudinal stiffening ribs and transverse stiffening ribs, and multiple longitudinal stiffening ribs and multiple transverse stiffening ribs form a grid structure, and the fixed end of the transverse stiffening rib is connected to the steel box girder.

[0009] Preferably, the distance L2 from the longitudinal stiffening rib closest to the cantilever end of the vortex separator to the cantilever end of the vortex separator is 60-100 mm.

[0010] Preferably, the transverse spacing between adjacent longitudinal stiffening ribs is 0.8 to 1.2 m, the thickness of the longitudinal stiffening rib is 0 to 2 mm thinner than the thickness of the vortex baffle plate, and the rib height of the longitudinal stiffening rib is 12 to 15 times its plate thickness.

[0011] Preferably, the transverse stiffening rib is a right-angled trapezoidal structure, the rib height at the fixed end of the transverse stiffening rib is greater than the rib height at its cantilever end, the cantilever end of the transverse stiffening rib is connected to the inner wall of the longitudinal stiffening rib closest to the cantilever end of the vortex plate, and a welding hole is provided at the right angle of the fixed end of the transverse stiffening rib.

[0012] Preferably, the rib height at the cantilever end of the transverse stiffening rib is 10-20 mm lower than the rib height of the longitudinal stiffening rib closest to the cantilever end of the vortex baffle, and the rib height H1 at the fixed end of the transverse stiffening rib is 1 / 6 to 1 / 4 of the transverse width L1 of the vortex baffle.

[0013] Preferably, the end of the wind-resistant stabilizer is connected to the lower middle part of the transverse connecting beam and the wind-resistant stabilizer is located near the steel box girder on its side; the wind-resistant stabilizer includes a wing plate and a web plate, and the upper and lower sides of the web plate are provided with wing plates to form an I-shaped structure.

[0014] Preferably, the thickness of the wing plate is 8-12 mm, the width of the wing plate is 20-25 times its thickness, and the thickness of the web plate is 0-2 mm thinner than that of the wing plate.

[0015] Preferably, stiffening plates are provided on one or both sides of the web at longitudinal intervals. The stiffening plates connect the side of the web and the two wing plates, and the longitudinal spacing between adjacent stiffening plates is less than or equal to 1.5 times the height of the web.

[0016] The application of the technical solution of this utility model has the following beneficial effects:

[0017] In this invention, a transverse connecting beam is used to connect two adjacent steel box girders, ensuring the structural stability of the split bridge. Wind nozzles are installed on the outer sides of both steel box girders, and vortex-blocking plates and wind-resistant stabilizing components are installed on the inner sides of both steel box girders. The combination of these two aerodynamic measures can effectively suppress bridge flutter and vortex-induced vibration, thereby improving the bridge's wind resistance.

[0018] In addition to the objectives, features, and advantages described above, this utility model has other objectives, features, and advantages. The present utility model will now be described in further detail with reference to the figures. Attached Figure Description

[0019] The accompanying drawings, which form part of this application, are used to provide a further understanding of the present invention. The illustrative embodiments of the present invention and their descriptions are used to explain the present invention and do not constitute an undue limitation of the present invention. In the drawings:

[0020] Figure 1 This is a top view of the split-type steel box girder vortex vibration suppression structure of this utility model;

[0021] Figure 2 yes Figure 1 Cross-sectional view at point AA;

[0022] Figure 3 yes Figure 2 Schematic diagram of the structure of the wind-resistant stabilizer;

[0023] Figure 4 yes Figure 1 Top view of the vortex separator at point C;

[0024] Figure 5 yes Figure 4 Cross-sectional view at point BB;

[0025] Figure 6 yes Figure 5 A magnified view of a section at point D;

[0026] Among them, 1. Steel box girder one, 2. Steel box girder two, 3. Transverse connecting beam, 4. Vortex-blocking plate, 5. Wind-resistant stabilizing component, 5.1. Wing plate, 5.2. Web plate, 5.3. Stiffening plate, 6. Longitudinal stiffening rib, 7. Transverse stiffening rib, 8. Wind nozzle, 9. Welding hole. Detailed Implementation

[0027] To facilitate understanding of this invention, a more comprehensive description is provided below, along with preferred embodiments. However, this invention can be implemented in many different forms and is not limited to the embodiments described herein. Rather, these embodiments are provided to provide a more thorough and complete understanding of the disclosure of this invention.

[0028] Unless otherwise defined, all technical and scientific terms used herein have the same meaning as commonly understood by one of ordinary skill in the art to which this invention pertains. The terminology used herein is for the purpose of describing particular embodiments only and is not intended to be limiting of the invention.

[0029] Example:

[0030] See Figures 1-6A split-type steel box girder vortex vibration suppression structure is disclosed, wherein two adjacent steel box girders are arranged in parallel and connected by multiple transverse connecting beams 3 spaced along the longitudinal direction; a wind nozzle 8 is provided on the side of the steel box girder away from the other steel box girder; on the side of the steel box girder close to the other steel box girder, a vortex-blocking plate 4 and a wind-resistant stabilizing component 5 are provided between two adjacent transverse connecting beams 3; the vortex-blocking plate 4 is connected to the top plate of the steel box girder, and the wind-resistant stabilizing component 5 is connected to the transverse connecting beams 3 at both ends.

[0031] like Figure 1 As shown, the two steel box girders in this embodiment are steel box girder 1 and steel box girder 2. Steel box girder 1 and steel box girder 2 are connected by a plurality of transverse connecting beams 3 arranged longitudinally at intervals. Wind nozzles 8 are provided on the side of steel box girder 1 away from steel box girder 2 and on the side of steel box girder 2 away from steel box girder 1. On the side of steel box girder 1 close to steel box girder 2 and on the side of steel box girder 2 close to steel box girder 1, vortex-blocking plates 4 and wind-resistant stabilizers 5 are provided between two adjacent transverse connecting beams 3.

[0032] In this embodiment, the connection between two adjacent steel box girders is achieved through the transverse connecting beam 3, ensuring the structural stability of the split bridge; wind nozzles 8 are installed on the outer side of both steel box girders, and vortex-blocking plates 4 and wind-resistant stabilizing components 5 are installed on the inner side of both steel box girders. The combination of these two aerodynamic measures can effectively suppress the flutter and vortex-induced vibration of the bridge, thereby improving the wind resistance of the bridge.

[0033] like Figure 4 As shown, the vortex-blocking plate 4 has a transverse slope to facilitate drainage. The elevation of the fixed end of the vortex-blocking plate 4 connected to the steel box girder is higher than the elevation of its cantilever end. Furthermore, a longitudinal gap δ is left between the vortex-blocking plate 4 and the transverse connecting beams 3 at both ends to solve the problem that the top plate of the vortex-blocking plate and the transverse connecting beam 3 cannot be on the same plane after the transverse slope is set. In this embodiment, the width of the gap δ is preferably 10-20mm.

[0034] Furthermore, the width L1 of the vortex baffle 4 in the transverse direction needs to be determined by wind tunnel testing. The vortex baffle 4 can be made of steel plate with a thickness of 8 to 12 mm according to the width L1.

[0035] like Figures 4-6 As shown, the bottom of the vortex-blocking plate 4 is provided with longitudinal stiffening ribs 6 and transverse stiffening ribs 7. Multiple longitudinal stiffening ribs 6 and multiple transverse stiffening ribs 7 form a grid structure. The fixed end of the transverse stiffening rib 7 is connected to the steel box girder. The longitudinal stiffening ribs and transverse stiffening ribs of the grid structure can strengthen the vortex-blocking plate 4 and ensure the structural stability of the vortex-blocking plate 4.

[0036] like Figure 6As shown, the distance L2 from the longitudinal stiffening rib 6 closest to the cantilever end of the vortex baffle 4 to the cantilever end of the vortex baffle 4 is 60-100mm. This ensures that the longitudinal stiffening rib 6 closest to the cantilever end of the vortex baffle 4 has sufficient welding space and also ensures the longitudinal stiffness of the cantilever end area of ​​the vortex baffle 4.

[0037] Furthermore, based on the requirements for the local stability of the vortex baffle plate, the lateral spacing between adjacent longitudinal stiffening ribs 6 is 0.8–1.2 m. The thickness of the longitudinal stiffening rib 6 is 0–2 mm thinner than the thickness of the vortex baffle plate 4, and the rib height of the longitudinal stiffening rib 6 is 12–15 times its plate thickness. The number of longitudinal stiffening ribs 6 can be determined based on the lateral width L1 of the vortex baffle plate 4 and the lateral spacing between adjacent longitudinal stiffening ribs.

[0038] like Figures 5-6 As shown, the transverse stiffening rib 7 is a right-angled trapezoidal structure. The side length (i.e., rib height) of the fixed end of the right-angled trapezoid is greater than the side length (i.e., rib height) of its cantilever end. The right angle of the right-angled trapezoid is located close to the vortex-blocking plate. The cantilever end of the transverse stiffening rib 7 is connected to the inner wall of the longitudinal stiffening rib 6 closest to the cantilever end of the vortex-blocking plate 4. A welding hole 9 is provided at the right angle of the fixed end of the transverse stiffening rib 7 to facilitate stable welding of the transverse stiffening rib 7 to the top plate and side web of the steel box girder.

[0039] Furthermore, the height of the cantilever end of the transverse stiffening rib 7 is 10-20mm lower than the height of the longitudinal stiffening rib 6 closest to the cantilever end of the vortex barrier 4. The height H1 of the fixed end of the transverse stiffening rib 7 is 1 / 6 to 1 / 4 of the transverse width L1 of the vortex barrier 4. This ensures that the transverse stiffening rib can provide sufficient support, enhance the structural stability of the vortex barrier, and also prevents the transverse stiffening rib from being too large, leading to material waste and excessive overall weight of the steel box girder. Preferably, the longitudinal spacing of the transverse stiffening ribs 7 must be calculated and determined based on the loads on the vortex barrier (such as non-accessible roof live load, wind load, dust accumulation load, snow load, etc.). The initial proposed structure can take the spacing between adjacent transverse stiffening ribs as 1.0-1.5m.

[0040] like Figures 4-6 As shown, in this embodiment, the longitudinal stiffening rib 6 closest to the cantilever end of the vortex baffle 4 is set along the longitudinal length of the vortex baffle. The remaining longitudinal stiffening ribs and transverse stiffening ribs are connected at their intersection by either breaking the longitudinal stiffening ribs or providing weld holes on the transverse stiffening ribs.

[0041] like Figure 3As shown, the end of the wind-resistant stabilizer 5 is connected to the lower middle part of the transverse connecting beam, and the wind-resistant stabilizer 5 is set close to the steel box girder on its side. The wind-resistant stabilizer 5 includes a wing plate 5.1 and a web plate 5.2. The upper and lower sides of the web plate 5.2 are provided with wing plates 5.1 to form an I-shaped structure. The two ends of the wind-resistant stabilizer 5 are respectively connected to the web plates of the transverse connecting beams 3 at both ends.

[0042] Furthermore, the thickness of the wing plate 5.1 is 8-12 mm, the width of the wing plate 5.1 is 20-25 times its thickness, the thickness of the web plate 5.2 is 0-2 mm thinner than the thickness of the wing plate 5.1, and the angle α between the plane of the web plate 5.2 and the vertical direction, as well as the height H of the wind-resistant stabilizer 5, are determined by wind tunnel testing.

[0043] Furthermore, stiffening plates 53 are provided longitudinally on one or both sides of the web 5.2. The stiffening plates 53 connect the side of the web 5.2 and the two wing plates 5.1. The longitudinal spacing between adjacent stiffening plates 5.3 is less than or equal to 1.5 times the height of the web 5.2 to ensure the local stability of the wind-resistant stabilizer 5.

[0044] In this embodiment, longitudinal refers to the length direction of the steel box girder, and transverse refers to the width direction of the steel box girder.

[0045] The above description is merely a preferred embodiment of this utility model and is not intended to limit the utility model. Various modifications and variations can be made to this utility model by those skilled in the art. Any modifications, equivalent substitutions, improvements, etc., made within the spirit and principles of this utility model should be included within the protection scope of this utility model.

Claims

1. A split steel box girder vortex vibration suppression structure, characterized in that, Two adjacent steel box girders are arranged in parallel and connected by multiple transverse connecting beams (3) spaced along the longitudinal direction; a wind nozzle (8) is provided on the side of the steel box girder away from the other steel box girder; a vortex-blocking plate (4) and a wind-resistant stabilizing component (5) are provided between two adjacent transverse connecting beams (3) on the side of the steel box girder close to the other steel box girder; the vortex-blocking plate (4) is connected to the top plate of the steel box girder, and the wind-resistant stabilizing component (5) is connected to the transverse connecting beams (3) at both ends of the steel box girder.

2. The split steel box girder vortex vibration suppression structure according to claim 1, characterized in that, There are gaps between the vortex-blocking plate (4) and the transverse connecting beams (3) at both ends; the vortex-blocking plate (4) has a transverse slope, and the elevation of the fixed end of the vortex-blocking plate (4) connected to the steel box girder is higher than the elevation of its cantilever end.

3. The split steel box girder vortex vibration suppression structure according to claim 1, characterized in that, The bottom of the vortex baffle (4) is provided with longitudinal stiffening ribs (6) and transverse stiffening ribs (7). Multiple longitudinal stiffening ribs (6) and multiple transverse stiffening ribs (7) form a grid structure. The fixed end of the transverse stiffening rib (7) is connected to the steel box girder.

4. The split steel box girder vortex vibration suppression structure according to claim 3, characterized in that, The distance L2 from the longitudinal stiffening rib (6) closest to the cantilever end of the vortex baffle (4) to the cantilever end of the vortex baffle (4) is 60-100 mm.

5. The split steel box girder vortex vibration suppression structure according to claim 3, characterized in that, The transverse spacing between adjacent longitudinal stiffening ribs (6) is 0.8 to 1.2 m. The thickness of the longitudinal stiffening rib (6) is 0 to 2 mm thinner than the thickness of the vortex plate (4). The rib height of the longitudinal stiffening rib (6) is 12 to 15 times its plate thickness.

6. The split steel box girder vortex vibration suppression structure according to claim 5, characterized in that, The transverse stiffening rib (7) is a right-angled trapezoidal structure. The rib height at the fixed end of the transverse stiffening rib is greater than the rib height at its cantilever end. The cantilever end of the transverse stiffening rib (7) is connected to the inner wall of the longitudinal stiffening rib (6) closest to the cantilever end of the vortex plate (4). A welding hole (9) is provided at the right angle of the fixed end of the transverse stiffening rib (7).

7. The split steel box girder vortex shedding suppression structure according to claim 6, wherein, The height of the transverse stiffening rib (7) at the cantilever end is 10-20 mm shorter than the height of the longitudinal stiffening rib (6) closest to the cantilever end of the vortex plate (4). The height H1 of the fixed end of the transverse stiffening rib (7) is 1 / 6 to 1 / 4 of the transverse width L1 of the vortex plate (4).

8. The split steel box girder vortex shedding suppression structure according to any one of claims 1-7, wherein, The end of the wind-resistant stabilizer (5) is connected to the middle and lower part of the transverse connecting beam (3), and the wind-resistant stabilizer (5) is set near the steel box girder on its side; the wind-resistant stabilizer (5) includes a wing plate (5.1) and a web plate (5.2), and the upper and lower sides of the web plate (5.2) are provided with wing plates (5.1) to form an I-shaped structure.

9. The split steel box girder vortex shedding suppression structure according to claim 8, wherein, The thickness of the wing plate (5.1) is 8-12 mm, the width of the wing plate (5.1) is 20-25 times its thickness, and the thickness of the web plate (5.2) is 0-2 mm thinner than that of the wing plate (5.1).

10. The split steel box girder vortex shedding suppression structure according to claim 9, wherein, The web (5.2) is provided with stiffening plates (5.3) spaced longitudinally on one or both sides. The stiffening plates (5.3) connect the side of the web (5.2) and the two wing plates (5.1). The longitudinal distance between adjacent stiffening plates (5.3) is less than or equal to 1.5 times the height of the web (5.2).

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