A control system for vertical vortex-induced vibration of a parallel continuous steel box girder bridge and a steel box girder bridge

Abstract

The present invention provides a control system for vertical vortex-induced vibration of a parallel continuous steel box girder bridge, which comprises a first steel box girder, a second steel box girder, a first support structure, a second support structure and a damper; both the first steel box girder and the second steel box girder extend along the longitudinal direction of the bridge, the first steel box girder and the second steel box girder are arranged side by side and spaced apart in the transverse direction of the bridge, there is an installation space between the first steel box girder and the second steel box girder, the bottom end of the transverse diaphragm of the right wing flange of the first steel box girder is fixedly connected with the first support structure, a first support connection end is arranged on the right side of the first support structure, and the first support connection end is located on the right side of the first steel box girder; the outer end of the transverse diaphragm of the left wing flange of the second steel box girder is fixedly connected with the second support structure, and a second support connection end is arranged on the left side of the second support structure; a damper is vertically arranged between the first support connection end and the second support connection end. The control system of the present invention has the advantages of simple structure, convenient layout and implementation, convenient later maintenance and repair, etc., and can reduce its cost.

Description

Technical Field

[0001] The invention belongs to the technical field of bridge vibration control, and in particular relates to a control system for vertical vortex vibration of a parallel continuous steel box girder bridge and a steel box girder bridge. Background Art

[0002] Continuous steel box girder bridges have the characteristics of light weight, high bending and torsional stiffness of the cross section, short construction period, and good seismic performance. They are one of the strong competing bridge types for large-span continuous beam bridges and have developed rapidly in my country in recent years. For example, my country's Chongqi Bridge, the non-navigable hole bridge in the deep-water area of ​​the Hong Kong-Zhuhai-Macao Bridge, the approach bridge of the Huangmaohai Cross-sea Channel, and the non-navigable hole bridge in the flood discharge area of ​​the Shenzhen-Zhongshan Channel all adopt the structure of continuous steel box girders. However, large-span continuous steel box girder bridges have low natural vibration frequency, low inherent damping, and are mostly typical blunt-body sections. Therefore, vertical bending vortex vibration is very likely to occur under medium and low wind speeds, which has an adverse effect on the safety of bridge deck driving and the normal operation of the bridge. On the other hand, due to the continuous increase in urban traffic volume and the continuous development of urban scale in my country, urban bridge resources are becoming increasingly scarce, and the construction of parallel two or more spans of bridges is gradually increasing. However, compared with single-span bridges, parallel double-span or multiple-span continuous steel box girder bridges are more likely to have large vertical vortex vibrations due to the aerodynamic interference effect between adjacent main beams.

[0003] In order to control the vertical vortex vibration of continuous steel box girder bridges, pneumatic measures and installation of tuned mass dampers (TMDs) are currently mainly used. Pneumatic measures refer to the installation of auxiliary components such as guide plates, spoilers, and flow suppression plates on the main beam, or the change of the shape and size of auxiliary components such as pedestrian railings and maintenance vehicle tracks. Compared with single-span bridges, there are many difficulties in using pneumatic measures to control the vertical vortex vibration of double-span or multi-span bridges: First, it is difficult to choose reasonable pneumatic measures. Continuous steel box girder bridges generally adopt typical blunt body sections. General aerodynamic measures are difficult to effectively suppress the periodic vortex separation on their surfaces. In addition, the aerodynamic interference effect between adjacent bridges makes it even more difficult to find effective aerodynamic measures. Second, the cost of pneumatic measures is high. Since each bridge needs to adopt pneumatic measures, the more parallel bridges there are, the higher the cost of pneumatic measures.

[0004] In the prior art, the Chinese invention patent publication number CN108677686B discloses a control aerodynamic structure for the vortex-induced resonance of a separated steel box girder bridge, hereinafter referred to as Patent Document 1. The Chinese invention patent publication number CN113174836A discloses an inter-slot skirt plate and a double-deck bridge for improving the vortex-induced vibration performance of a double-deck bridge, hereinafter referred to as Patent Document 2. Both Patent Document 1 and Patent Document 2 belong to the aerodynamic measures for controlling the vortex-induced vibration of long-span bridges. The aerodynamic measures suppress the vortex-induced vibration of the bridge by changing the periodic vortex shedding around the main girder. However, in fact, the vortex-induced vibration performance of the bridge is very sensitive to the aerodynamic shape of the main girder. A slight change in the aerodynamic shape may cause a drastic change in the vortex-induced vibration performance of the main girder. Therefore, the existing passive aerodynamic measures lack universality. The aerodynamic measures provided by Patent Document 1 and Patent Document 2 cannot be applied to all steel box girder sections. Even if the aerodynamic measures of Patent Document 1 and Patent Document 2 can be used for some steel box girder sections, the size of the skirt plate also varies depending on the shape of the main girder section, and specific implementation plans must be determined through a large number of wind tunnel tests. Especially for continuous steel box girder bridges, the height of the main girder can reach 9m at the piers, and small-sized skirt plates with engineering feasibility may not be applicable.

[0005] Currently, most continuous steel box girder bridges use TMD for vortex-induced vibration control. For example, the Chongqi Bridge in China, the non-navigable holes bridge in the deep water area of the Hong Kong-Zhuhai-Macao Bridge, the Tokyo Bay Channel Bridge in Japan, and the Rio-Niterói Bridge in Brazil. However, there are also many deficiencies in using TMD for the vertical vortex-induced vibration control of continuous steel box girder bridges. First, TMD is prone to frequency mismatch, which will reduce the actual control effect. The design frequency of TMD is generally based on the finite element calculation results of the dynamic characteristics of the bridge, but the actual bridge frequency often deviates greatly from the finite element calculation results, which is likely to cause the frequency mismatch of TMD. The control effect of TMD is extremely sensitive to the accuracy of frequency tuning. A 5% frequency deviation will greatly reduce its control effect. Second, the installation and maintenance are difficult, and the life-cycle cost is relatively high. There is a possibility of vortex-induced vibration in multiple vertical bending modes of long-span continuous steel box girder bridges. At this time, each vertical bending mode needs to be controlled separately by TMD. For double-deck and multi-deck bridges, more TMDs are required, resulting in a relatively high life-cycle cost for processing, installation, and maintenance.

[0006] Research shows that when vertical vortex-induced vibration occurs in a parallel double-deck continuous steel box girder bridge, both the upstream and downstream bridges in the oncoming flow will experience vortex-induced vibration. Generally, the vortex-induced vibration amplitude of the downstream bridge is greater than that of the upstream bridge, and there is a phase difference in the vortex-induced vibration displacement between the two bridges. Therefore, if a damper with vertical output force is installed between the upstream and downstream bridges, damping force will be generated at both ends of the damper due to the vortex-induced vibration displacement difference between the two bridges, thereby producing a control effect on the vortex-induced vibration. Summary of the Invention

[0007] The object of the present invention is to provide a vertical vortex-induced vibration control system for a parallel continuous steel box girder bridge and a steel box girder bridge, aiming at the deficiencies of the existing control measures for vertical vortex-induced vibration of continuous steel box girder bridges, such as small applicable range, complex layout and implementation, and high life-cycle cost. The control system of the present invention has the advantages of wide applicable range, simple structure, convenient layout and implementation, convenient later maintenance and repair, etc., and can reduce its life-cycle cost.

[0008] In order to achieve the above object, the technical solution adopted by the present invention is: a vertical vortex-induced vibration control system for a parallel continuous steel box girder bridge, which includes a first steel box girder and a second steel box girder. Both the first steel box girder and the second steel box girder extend along the longitudinal direction of the bridge. The first steel box girder and the second steel box girder are arranged side by side at intervals in the transverse direction of the bridge. There is an installation space between the first steel box girder and the second steel box girder. It is characterized in that

[0009] it further includes a first support structure, a second support structure and a damper;

[0010] The bottom end of the transverse diaphragm of the right wing flange of the first steel box girder is fixedly connected with the first support structure. A first support connection end is provided on the right side of the first support structure, and the first support connection end is located on the right side of the first steel box girder;

[0011] The outer end of the transverse diaphragm of the left wing flange of the second steel box girder is fixedly connected with the second support structure. A second support connection end is provided on the left side of the second support structure. The damper is vertically arranged between the first support connection end and the second support connection end. The bottom end of the damper is hinged to the first support connection end, and its top end is hinged to the second support connection end.

[0012] The prior art shows that the amplitude of the vortex-induced vibration of a bridge always gradually decreases as the damping ratio of the vortex-induced vibration mode of the bridge increases. In the above vertical vortex-induced vibration control system for a parallel continuous steel box girder bridge, a damper with vertical output force is set between two adjacent parallel continuous steel box girders to increase the damping ratio of the vertical bending mode of the two adjacent parallel continuous steel box girders, so as to effectively control the vertical vortex-induced vibration of the parallel continuous steel box girder bridge. Moreover, the setting of the above control system is not affected by the aerodynamic shape of the steel box girder. Therefore, the above control system has universality and a wide applicable range. At the same time, the control system has the advantages of simple structure, convenient layout and implementation, convenient later maintenance and repair, and can reduce its life-cycle cost.

[0013] Further, the damper is arranged in the installation space on one side of the maximum displacement of the vibration mode shape of the bridge vortex-induced vibration of the first steel box girder / the second steel box girder.

[0014] Further, the distance between the first support connection end and the right end face of the first steel box girder, and the distance between the second support connection end and the left end face of the second steel box girder are equal to half of the net distance between the first steel box girder and the second steel box girder.

[0015] Further, both the first support structure and the second support structure are steel truss structures.

[0016] Further, the damper can be a single damper or multiple dampers.

[0017] Further, the damper is a direct energy dissipation type damper. More specifically, the damper is a viscous damper or an eddy current damper.

[0018] Based on the same inventive concept, the present invention also provides a parallel continuous steel box girder bridge, which includes at least two continuous steel box girders. The steel box girders all extend along the longitudinal direction of the bridge, and each steel box girder bridge is arranged in parallel and at intervals along the transverse direction of the bridge. There is an installation space between adjacent two steel box girders. It is characterized in that a plurality of the control systems are provided between any two steel box girders.

[0019] Further, the parallel continuous steel box girder bridge is a double - span bridge or a multi - span bridge.

[0020] Compared with the prior art, the beneficial effects of the present invention are as follows:

[0021] First, the control system of the present invention increases the vertical bending mode damping ratio of adjacent two parallel continuous steel box girder bridges by setting dampers with vertical force output between adjacent two parallel continuous steel box girders, thereby effectively controlling the vertical vortex - induced vibration of the parallel continuous steel box girder bridge. The setting of this control system is not affected by the aerodynamic shape of the steel box girder. Therefore, this control system has universality and a wide application range.

[0022] Second, the control system of the present invention only needs to be set in the installation space on one side of the maximum displacement of the vortex - induced vibration mode of adjacent two parallel steel box girders. At the same time, this control system has the advantages of simple structure, convenient layout and implementation, and convenient later maintenance and repair, which can reduce its life - cycle cost.

[0023] Third, the control system of the present invention can not only control the vertical vortex - induced vibration of the continuous steel box girder bridge, but also has a certain control effect on other forms of vertical vibration such as bridge galloping and vehicle - induced vibration. BRIEF DESCRIPTION OF THE DRAWINGS

[0024] Figure 1 It is a cross - sectional structure schematic diagram of the control system in an embodiment of the present invention;

[0025] Figure 2 It is a front - elevation layout schematic diagram of the control system of an embodiment of the present invention in a three - span continuous steel box girder bridge;

[0026] Figure 3 It is a curve graph showing the variation of the additional damping ratio of the first-order antisymmetric vertical bending mode of a two-span three-continuous steel box girder bridge with the damping coefficient of the damper.

[0027] In the figure: 1. The first steel box girder; 2. The second steel box girder; 3. The right wing flange diaphragm; 4. The left wing flange diaphragm; 5. The first support structure; 51. The first support connection end; 6. The second support structure; 61. The second support connection end; 7. The damper; 8. The installation space; L. The vertical bending mode curve; Y. The maximum displacement position of the vertical bending mode curve; b. The net distance between the first steel box girder and the second steel box girder. Specific embodiments

[0028] The present invention will be described in detail below with reference to the accompanying drawings and in conjunction with embodiments. It should be noted that, without conflict, the embodiments in the present invention and the features in the embodiments can be combined with each other. For the convenience of description, words such as "upper", "lower", "left", and "right" in the following text only indicate the same directions as the upper, lower, left, and right directions of the accompanying drawings themselves, and do not limit the structure.

[0029] As Figure 1 shown, this embodiment provides a control system for vertical vortex-induced vibration of a parallel continuous steel box girder bridge, which includes a first steel box girder 1, a second steel box girder 2, a first support structure 5, a second support structure 6, and a damper 7.

[0030] Both the first steel box girder 1 and the second steel box girder 2 extend along the longitudinal direction of the bridge. The first steel box girder 1 and the second steel box girder 2 are arranged side by side and spaced apart in the transverse direction of the bridge. There is an installation space 8 between the first steel box girder 1 and the second steel box girder 2.

[0031] The bottom end of the right wing flange diaphragm 3 of the first steel box girder 1 is fixedly connected to the first support structure 5, and the first support structure 5 is a steel truss structure.

[0032] A first support connection end 51 is provided on the right side of the first support structure 5, and the first support connection end 51 is located on the right side of the first steel box girder 1.

[0033] The outer end of the left wing flange diaphragm 4 of the second steel box girder 2 is fixedly connected to the second support structure 6. The second support structure 6 is a steel truss structure. A second support connection end 61 is provided on the left side of the second support structure 6. The distance between the first support connection end 51 and the right end face of the first steel box girder 1 and the distance between the second support connection end 61 and the left end face of the second steel box girder 2 are equal to half of the net distance b between the first steel box girder and the second steel box girder.

[0034] The damper 7 is vertically arranged between the first support connection end 51 and the second support connection end 61. The bottom end of the damper 7 is hinged to the first support connection end 51, and its top end is hinged to the second support connection end 61. The damper 7 is installed at the middle position of the installation space 8, which is convenient for the damper 7 to increase the vertical bending mode damping ratio of two juxtaposed continuous steel box girder bridges.

[0035] The damper 7 can be a single damper or multiple dampers. The damper 7 is a viscous damper, an eddy current damper or other direct energy-consuming dampers.

[0036] As Figure 1 and Figure 2 shown, the damper 7 is arranged in the installation space 8 between the two maximum displacement positions Y of the vibration modes of the two bridge vortex-induced vibrations of the first steel box girder 1 and the second steel box girder 2. The vibration modes of the bridge vortex-induced vibration can be obtained according to the structural force analysis of the bridge.

[0037] Based on the same inventive concept, this embodiment also provides a juxtaposed continuous steel box girder bridge, which includes at least two continuous steel box girder bridges. The steel box girder bridges all extend along the longitudinal direction of the bridge, and each steel box girder bridge is arranged juxtaposed and spaced apart along the transverse direction of the bridge. There is an installation space between adjacent two steel box girders, and a plurality of the control systems are arranged between any two steel box girders.

[0038] The juxtaposed continuous steel box girder bridge is a double-deck bridge or a multi-deck bridge.

[0039] As Figure 1 and Figure 2 shown, corresponding finite element simulation analysis is also carried out in this embodiment. A finite element model of adjacent two decks of bridges is established, and a control system connected between the two decks of bridges is established in the finite element model. By changing the damping coefficient of the vertical damper and then performing complex modal analysis, the variation of the additional damping ratio of the antisymmetric vibration mode of the first-order vertical bending mode of the two decks of bridges with the damping coefficient of the damper can be obtained (as Figure 3 shown). Generally, when the vertical bending mode damping ratio of adjacent two juxtaposed continuous steel box girder bridges can be increased by 0.5%, it can play a significant control effect on the vertical vortex-induced vibration of the bridge. As Figure 3 shown, the damping ratio that the damper can provide is relatively large, which can meet the requirements of vortex-induced vibration control.

[0040] A control system for vertical vortex-induced vibration of a side-by-side continuous steel box girder bridge in this embodiment controls the vertical vortex-induced vibration of the side-by-side continuous steel box girder bridge effectively by setting dampers with vertical output force between two adjacent side-by-side continuous steel box girders to increase the vertical bending mode damping ratio of the two adjacent side-by-side continuous steel box girder bridges. The setting of this control system is not affected by the aerodynamic shape of the steel box girder, so this control system has universality and a wide application range. The control system of this embodiment only needs to be set in the installation space on one side at the maximum displacement of the vortex-induced vibration mode of two adjacent side-by-side steel box girder bridges; at the same time, this control system has the advantages of simple structure, convenient layout and implementation, and convenient later maintenance and repair, which can reduce its construction cost. The control system of this embodiment can not only control the vertical vortex-induced vibration of the continuous steel box girder bridge, but also has a certain control effect on other forms of vertical vibration such as bridge galloping and vehicle-induced vibration.

[0041] The content clarified in the above embodiments should be understood that these embodiments are only used to illustrate the present invention more clearly, rather than to limit the scope of the present invention. After reading the present invention, various equivalent forms of modification of this embodiment by those skilled in the art all fall within the scope defined by the appended claims of the present invention.

Claims

1. A control system for vertical vortex-induced vibration of a side-by-side continuous steel box girder bridge, comprising a first steel box girder (1) and a second steel box girder (2), both the first steel box girder (1) and the second steel box girder (2) extend along the longitudinal direction of the bridge, the first steel box girder (1) and the second steel box girder (2) are arranged side by side and spaced apart along the transverse direction of the bridge, and there is an installation space (8) between the first steel box girder (1) and the second steel box girder (2), characterized in that, It further includes a first support structure (5), a second support structure (6) and a damper (7); The bottom end of the right flange diaphragm (3) of the first steel box girder (1) is fixedly connected to the first support structure (5). A first support connection end (51) is provided on the right side of the first support structure (5), and the first support connection end (51) is located on the right side of the first steel box girder (1); The outer end of the left flange diaphragm (4) of the second steel box girder (2) is fixedly connected to the second support structure (6). A second support connection end (61) is provided on the left side of the second support structure (6); the damper (7) is vertically arranged between the first support connection end (51) and the second support connection end (61). The bottom end of the damper (7) is hinged to the first support connection end (51), and its top end is hinged to the second support connection end (61).

2. The control system for vertical vortex-induced vibration of a parallel continuous steel box girder bridge according to claim 1, wherein The damper (7) is arranged in an installation space (8) on one side of the maximum displacement (Y) of the bridge vortex-induced vibration mode shape of the first steel box girder (1) and the second steel box girder (2).

3. The control system for vertical vortex-induced vibration of a parallel continuous steel box girder bridge according to claim 1, wherein Both the first support structure (5) and the second support structure (6) are steel truss structures.

4. The control system for vertical vortex-induced vibration of a parallel continuous steel box girder bridge according to claim 1, wherein The damper (7) can be a single damper or multiple dampers.

5. The control system for vertical vortex-induced vibration of a parallel continuous steel box girder bridge according to claim 1, characterized in that, The damper (7) is a direct energy dissipation type damper.

6. The control system for vertical vortex-induced vibration of a parallel continuous steel box girder bridge according to claim 5, characterized in that, The damper (7) is a viscous damper or an eddy current damper.

7. A side-by-side continuous steel box girder bridge, comprising at least two continuous steel box girders, each of the steel box girders extending along the longitudinal direction of the bridge, and each of the steel box girder bridges being arranged side by side and at intervals along the transverse direction of the bridge, with an installation space between adjacent two steel box girders, characterized in that, A plurality of control systems as described in any one of claims 1-6 are provided between any two of the steel box girders.

8. A parallel continuous steel box girder bridge according to claim 7, characterized in that, The parallel continuous steel box girder bridge is a two-span bridge or a multi-span bridge.

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