CN113445412B - Vibration damper for controlling vortex-induced vibration of girder of large-span bridge - Google Patents

Vibration damper for controlling vortex-induced vibration of girder of large-span bridge Download PDF

Info

Publication number
CN113445412B
CN113445412B CN202110845591.2A CN202110845591A CN113445412B CN 113445412 B CN113445412 B CN 113445412B CN 202110845591 A CN202110845591 A CN 202110845591A CN 113445412 B CN113445412 B CN 113445412B
Authority
CN
China
Prior art keywords
vibration
cable
damping
vortex
girder
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.)
Active
Application number
CN202110845591.2A
Other languages
Chinese (zh)
Other versions
CN113445412A (en
Inventor
刘鹏飞
吕宏奎
金朝
江淦
李东超
盛能军
尹琪
吕江
赵海威
张汉卫
尹康
赵智达
Current Assignee (The listed assignees may be inaccurate. Google has not performed a legal analysis and makes no representation or warranty as to the accuracy of the list.)
China Railway Major Bridge Engineering Group Co Ltd MBEC
China Railway Bridge Science Research Institute Ltd
China Railway Bridge Research Technology Co Ltd
Original Assignee
China Railway Major Bridge Engineering Group Co Ltd MBEC
China Railway Bridge Science Research Institute Ltd
China Railway Bridge Research Technology Co Ltd
Priority date (The priority date 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 date listed.)
Filing date
Publication date
Application filed by China Railway Major Bridge Engineering Group Co Ltd MBEC, China Railway Bridge Science Research Institute Ltd, China Railway Bridge Research Technology Co Ltd filed Critical China Railway Major Bridge Engineering Group Co Ltd MBEC
Priority to CN202110845591.2A priority Critical patent/CN113445412B/en
Publication of CN113445412A publication Critical patent/CN113445412A/en
Application granted granted Critical
Publication of CN113445412B publication Critical patent/CN113445412B/en
Active legal-status Critical Current
Anticipated expiration legal-status Critical

Links

Images

Classifications

    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01DCONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D19/00Structural or constructional details of bridges
    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01DCONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D11/00Suspension or cable-stayed bridges
    • E01D11/02Suspension bridges
    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01DCONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D11/00Suspension or cable-stayed bridges
    • E01D11/04Cable-stayed bridges
    • EFIXED CONSTRUCTIONS
    • E01CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01DCONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D19/00Structural or constructional details of bridges
    • E01D19/16Suspension cables; Cable clamps for suspension cables ; Pre- or post-stressed cables

Abstract

The utility model relates to a vibration damper of control large-span bridge girder vortex induced vibration relates to bridge damping technical field, and it includes damping cable and external attenuator, damping cable both ends respectively with girder and bridge tower rotatable coupling, and the vibration frequency of damping cable is adapted into: when the main beam generates vortex-induced vibration, the vibration damping cable and the main beam generate parameter resonance; one end of the external damper is fixed on the bridge tower, and the other end of the external damper is rotatably connected with the vibration reduction cable and is used for inhibiting the vibration of the vibration reduction cable. According to the embodiment of the application, the vortex-induced vibration of the main beam is converted into the vibration of the vibration reduction cable by utilizing the parameter vibration of the cable, the vibration energy is dissipated by utilizing the external damper of the vibration reduction cable, and the parameter vibration of the vibration reduction cable is converted into a tool for controlling the vortex-induced vibration of the main beam.

Description

Vibration damper for controlling vortex-induced vibration of girder of large-span bridge
Technical Field
The application relates to the technical field of bridge vibration reduction, in particular to a vibration reduction device for controlling vortex-induced vibration of a girder of a large-span bridge.
Background
With the development of the traffic industry in China, a large-span bridge is continuously developed, has the characteristics of high flexibility and low vibration frequency, and can generate large vibration under the action of wind load.
For example, a certain bridge is a super-large suspension bridge with the main span of 850m, and under the wind speed of 7m/s, the main beam generates obvious vortex-induced vibration with the amplitude of 0.5 m; meanwhile, in a bridge with 888m main span, vortex-induced vibration also occurs in the main beam at the wind speed of 10m/s, the amplitude reaches 0.45m, and the bridge is forced to be sealed for 10 days, so that severe social influence is caused. The vortex-induced vibration of the girder of the large-span bridge is amplitude-limited vibration with self-excitation property at low wind speed, although the vortex-induced vibration is not a divergent and destructive vibration mode, the vortex-induced vibration is easy to appear at low wind speed, has serious influence on driving safety, and can cause fatigue damage of the structure due to long-term vortex-induced vibration. Therefore, the control of the vortex-induced vibration of the girder of the large-span bridge is a problem which needs to be solved urgently in engineering.
In the related art, measures for controlling the vortex-induced vibration of the main beam mainly include structural measures, pneumatic measures and mechanical measures. The method comprises the following steps of taking structural measures, namely increasing the rigidity of the structure to improve the natural frequency of the structure, and correspondingly improving the critical wind speed of vortex-induced vibration; the pneumatic measure is that the section appearance is adjusted, the flow field distribution on the surface of the structure is changed, and the pneumatic performance of the section is improved; mechanical measures, namely, adopting mechanical control means to suppress the structural vortex vibration, such as adopting a tuned mass damper and the like.
In the control means, the structural measures are limited by the mechanical property of the whole structure and are difficult to be applied to the large-span bridge; for the pneumatic measure, due to the complexity of bridge section turbulent flow, the pneumatic measure does not have universality of vortex vibration control; the existing mechanical measures mostly adopt tuned mass dampers TMD. However, the large-span bridge has lower vibration frequency, and for low-mode vortex vibration with frequency less than 0.3Hz, the spring of the TMD can generate larger deformation under the action of gravity, the stretching amount of the spring is larger, so that the size of the TMD structure is increased, and the TMD installation space provided inside the bridge girder is limited, so that the application of the TMD in practical engineering is hindered.
Disclosure of Invention
The embodiment of the application provides a damping device of control large-span bridge girder vortex induced vibration, because large-span bridge girder vortex induced vibration frequency is lower in solving the correlation technique, be less than 0.3Hz low mode vortex vibration to the frequency, the spring of TMD can produce great deformation under the action of gravity, the tensile volume of spring greatly causes TMD structure size increase, and because the inside TMD installation space that provides of bridge girder is limited, the problem of the application of TMD in actual engineering has been hindered.
In a first aspect, a vibration damping device for controlling vortex-induced vibration of a girder of a large-span bridge is provided, which includes:
the damping is suddenly, its both ends respectively with girder and bridge tower rotatable coupling, just the vibration frequency of damping suddenly is adapted into: when the main beam generates vortex-induced vibration, the vibration reduction cable and the main beam generate parameter resonance;
the external damper is fixed on the bridge tower at one end, is rotatably connected with the vibration reduction cable at the other end and is used for inhibiting the vibration of the vibration reduction cable;
optimal damping coefficient c of the external damperoptThe following were used:
Figure GDA0003580394250000021
in the formula: m is the mass of the damping cable; omega is the vibration frequency of the vibration damping cable; l is the length of the damping cable; and x is the distance between the external damper and the fixed point of the vibration reduction cable and the distance between the vibration reduction cable and the fixed point of the bridge tower.
Since the vibration frequency of the damper cable of the embodiment of the present application is adapted to: when the girder takes place vortex-induced vibration, damping cable and girder emergence parameter resonance, that is, the damping cable of this application can not be replaced with the suspension cable on the bridge, moreover, this application embodiment supports the damping cable through setting up external damper, restricts the displacement of damping cable to transmit the vibration displacement of damping cable to external damper itself, with the vibration of restraining the damping cable, thereby reach the effect of the vortex-induced vibration of restraining the girder.
In some embodiments, the vibration frequency of the damping cable is ω, and the vortex induced vibration frequency of the main beam is Ω, wherein:
Figure GDA0003580394250000031
in some embodiments, n is 2.
In some embodiments, the structural parameters of the damping cable include length l, tensile force H and mass m of the damping cable, and the structural parameters are calculated by using the following formula:
Figure GDA0003580394250000032
in some embodiments, x is 3% to 5% of l.
In some embodiments, the external damper is disposed perpendicular to the damper cable.
In some embodiments, the damper cable comprises:
a cable body;
the two fastening mechanisms are respectively arranged at two ends of the cable body; the fastening mechanism includes:
-a head, one end of which is connected to the cable body and the other end of which is intended to be connected to a main girder or bridge tower;
-a sleeve, which is sleeved outside the cable body and connected with the end head.
The beneficial effect that technical scheme that this application provided brought includes: according to the embodiment of the application, the vortex-induced vibration of the main beam is converted into the vibration of the vibration reduction cable by utilizing the parameter vibration of the cable, the vibration energy is dissipated by utilizing the external damper of the vibration reduction cable, and the parameter vibration of the vibration reduction cable is converted into a tool for controlling the vortex-induced vibration of the main beam.
The damping device of the embodiment of the application has the following advantages:
1. the damping device of this application embodiment sets up between girder and bridge tower, does not occupy the inner space of bridge girder, does not receive the influence of the inner space of girder, does not have the restriction to damping device's size.
2. The vibration damping control of the girder vortex-induced vibration is realized by controlling the vibration of the vibration damping cable by adopting the vibration damping cable as an intermediate medium and weakening the girder vortex-induced vibration and utilizing the characteristic of the resonance of the vibration damping cable and the girder parameter, and the vibration damping control has simple structure and design and is easy to realize.
3. The damping cable is arranged to improve the structural rigidity, so that the wind speed causing the vortex-induced vibration of the main beam is improved, and the vortex vibration occurrence possibility of the main beam is reduced.
4. The vibration damper of the embodiment of the application is flexible in installation form and has universal applicability to bridge types such as large-span beam bridges, suspension bridges and cable-stayed bridges.
5. A plurality of inhaul cables can be arranged to control the large-span bridge to generate a plurality of modal vortex-induced vibrations.
The embodiment of the application provides a vibration damper of control large-span bridge girder vortex induced vibration, because the vibration frequency of the damping cable of the embodiment of the application is adapted into: when the girder takes place vortex induced vibration, damping cable and girder emergence parameter resonance, that is, the damping cable of this application can not be replaced with the suspension cable on the bridge, moreover, this application embodiment controls the vibration of damping cable through setting up external attenuator to reach the effect of the vortex induced vibration of suppression girder.
Drawings
In order to more clearly illustrate the technical solutions in the embodiments of the present application, the drawings required to be used in the description of the embodiments are briefly introduced below, and it is obvious that the drawings in the description below are only some embodiments of the present application, and it is obvious for those skilled in the art to obtain other drawings without creative efforts.
Fig. 1 is a schematic structural diagram of a vibration damping device for controlling vortex-induced vibration of a girder of a long-span bridge according to an embodiment of the present disclosure;
fig. 2 is a schematic structural diagram of an external damper according to an embodiment of the present disclosure;
fig. 3 is a schematic structural diagram of a damping cable according to an embodiment of the present application.
In the figure: 1. a damping cable; 10. a cable body; 11. a fastening mechanism; 110. a tip; 111. a sleeve; 2. a main beam; 3. a bridge tower; 4. an external damper.
Detailed Description
In order to make the objects, technical solutions and advantages of the embodiments of the present application clearer, the technical solutions in the embodiments of the present application will be clearly and completely described below with reference to the drawings in the embodiments of the present application, and it is obvious that the described embodiments are some embodiments of the present application, but not all embodiments. All other embodiments, which can be derived by a person skilled in the art from the embodiments given herein without making any creative effort, shall fall within the protection scope of the present application.
Referring to fig. 1 and 2, an embodiment of the present application provides a vibration damping device for controlling vortex-induced vibration of a girder of a long-span bridge, which includes a vibration damping cable 1 and an external damper 4, wherein two ends of the vibration damping cable 1 are respectively rotatably connected with a girder 2 and a bridge tower 3. And the vibration frequency of the damping cable 1 is adapted to: when the main beam 2 generates vortex-induced vibration, the damping cable 1 and the main beam 2 generate parameter resonance; one end of the external damper 4 is fixed on the bridge tower 3, and the other end is rotatably connected with the damping cable 1 and is used for inhibiting the vibration of the damping cable 1.
In the design process of the bridge, the frequency of the stay cable needs to be controlled so as not to generate parameter resonance with the main beam 2, namely, the parameter vibration of the stay cable cannot be caused when the main beam 2 generates vortex-induced vibration, at the moment, the vibration frequencies of the stay cable and the main beam 2 are not matched, and the external damper 4 does not have the capability of indirectly controlling the vibration of the main beam 2 when controlling the vibration of the stay cable caused by the vortex vibration of the main beam 2.
Therefore, the damper cable 1 of the embodiment of the present application is substantially different from the stay cable, and the vibration frequency of the damper cable 1 of the embodiment of the present application is adapted to: when the girder 2 generates vortex-induced vibration, the vibration damping cable 1 and the girder 2 generate parameter resonance, that is, the vibration damping cable 1 of the present application can not be replaced by a stay cable on a bridge, and moreover, the embodiment of the present application supports the vibration damping cable 1 by arranging the external damper 4, limits the displacement of the vibration damping cable 1, and transmits the vibration displacement of the vibration damping cable 1 to the external damper 4 itself, so as to suppress the vibration of the vibration damping cable 1, and thus, the effect of suppressing the vortex-induced vibration of the girder 2 is achieved.
In the embodiment of the application, the vortex-induced vibration of the main beam 2 is converted into the vibration of the damping cable 1 by utilizing the parameter vibration of the cable, the vibration energy is dissipated by utilizing the external damper 4 of the damping cable 1, and the parameter vibration of the damping cable 1 is converted into a tool for controlling the vortex-induced vibration of the main beam 2.
The damping device of the embodiment of the application has the following advantages:
1. the damping device of the embodiment of the application is arranged between the main beam 2 and the bridge tower 3, does not occupy the internal space of the main beam 2 of the bridge, is not influenced by the internal space of the main beam 2, and is not limited to the size of the damping device.
2. The vibration damping control of the vortex-induced vibration of the main beam 2 is realized by controlling the vibration of the vibration damping cable 1 by using the vibration damping cable 1 as an intermediate medium and weakening the vortex-induced vibration of the main beam 2 and utilizing the characteristic of parameter resonance of the vibration damping cable 1 and the main beam 2, and the vibration damping control has simple structure and design and is easy to realize.
3. The damping cable 1 is arranged to improve the structural rigidity, so that the wind speed causing vortex-induced vibration of the main beam 2 is improved, and the probability of vortex vibration of the main beam 2 is reduced.
4. The vibration damper of the embodiment of the application is flexible in installation form and has universal applicability to bridge types such as large-span beam bridges, suspension bridges and cable-stayed bridges.
5. A plurality of inhaul cables can be arranged to control the large-span bridge to generate a plurality of modal vortex-induced vibrations.
Further, the vibration frequency of the damping cable 1 is omega, and the vortex-induced vibration frequency of the main beam 2 is omega, wherein:
Figure GDA0003580394250000061
when the vibration frequency of the damping cable 1 meets the formula, the main beam 2 generates vortex-induced vibration, and the damping cable 1 and the main beam 2 can generate parameter resonance.
When the main beam 2 generates vortex-induced vibration, the vibration reduction cable 1 generates parameter vibration relative to the main beam 2, the vibration reduction cable 1 and the external damper 4 are in a working state, the external damper 4 performs vibration reduction and energy consumption on the vibration of the vibration reduction cable 1, and the vibration reduction cable 1 restrains and controls the main beam 2 so as to weaken and eliminate the vortex-induced vibration.
Furthermore, in the embodiments of the present application, n is 2, that is, Ω is 2 ω.
When n is different, the representative parameter vibration is different in the type, that is, when n is 1, the damper rope 1 resonates primarily, and when n is 2, the damper rope 1 resonates secondarily. Because the frequency of the main beam 2 which generates vortex-induced vibration is not fixed, namely the vibration mode of the main beam is not fixed, the length of the damping cable 1 is not fixed, and the frequency ratio of the damping cable 1 to the main beam 2 can be properly adjusted according to the actual situation in the actual process.
Preferably, the structural parameters of the damping cable 1 include the length l, the tensile force H and the mass m of the damping cable 1, and the structural parameters are calculated by adopting the following formula:
Figure GDA0003580394250000071
the embodiment of the application can obtain the structural parameters of the multiple groups of damping cables 1 through the vibration frequency omega of the damping cable 1 and the relationship between the omega and the structural parameters of the damping cable 1, that is, when the damping cable 1 selects any one group of structural parameters, the vibration frequency omega of the damping cable 1 satisfies: when the main beam 2 generates vortex-induced vibration, the damping cable 1 and the main beam 2 generate parameter resonance.
According to the formula, a plurality of groups of structural parameters of the damping cable 1 can be obtained, and three parameters can be determined by determining two parameters of the length l, the tension H and the mass m of the damping cable 1.
The tension force H is determined through structural dynamic analysis, so that the vibration damping cable 1 can reach the parameter resonance frequency under the condition that the main beam 2 generates vortex-induced vibration, and the vibration damping cable 1 does not loose due to the vibration and horizontal displacement of the main beam 2, so that the force transmission and constraint capabilities are not lost.
Since the installation position of the damping cable 1 on the bridge tower 3 is determined, the installation position of the damping cable 1 on the main beam 2 can be determined according to the length l of the damping cable 1.
Optionally, the optimal damping coefficient c of the external damper 4optThe following were used:
Figure GDA0003580394250000072
in the formula: m is the mass of the damping cable 1; omega is the vibration frequency of the damping cable 1; l is the length of the damping cable 1; and x is the distance between the fixed point of the external damper 4 and the damping cable 1 and the fixed point of the damping cable 1 to the bridge tower 3.
The external damper 4 can be any one of a viscous shear type damper, a magnetorheological damper, a lever viscous damper and an oil damper, and can effectively control the vibration of the damping cable 1.
Preferably, x is 3% to 5% of l.
If x is too long, the rigidity of the external damper 4 will be greatly reduced, and if x is too short, the damping effect of the external damper 4 will be greatly weakened. Therefore, x in the embodiment of the present application is 3% to 5% of l, which not only can ensure the rigidity of the external damper 4, but also can ensure the damping effect of the external damper 4, and preferably, x is 3% of l.
Further, the external damper 4 is arranged perpendicular to the damping cable 1.
According to x, the position of the external damper 4 on the damping cable 1 can be determined, and according to the installation angle of the external damper 4 and the damping cable 1, the installation position of the external damper 4 on the bridge tower 3 can be determined. In the embodiment of the application, the external damper 4 is arranged perpendicular to the vibration reduction cable 1, so that the installation position of the external damper 4 on the bridge tower 3 is determined, and when the external damper 4 is perpendicular to the vibration reduction cable 1, the vibration of the vibration reduction cable 1 can be transmitted to the external damper 4 most fully, and the vibration reduction effect of the external damper 4 is exerted.
After the installation positions of the external damper 4 on the vibration reduction cable 1 and the bridge tower 3 are determined, the length of the external damper 4 is determined, one end of the external damper 4 is placed on the bridge tower 3 through an external damper bottom plate and is sleeved and fixed on the vibration reduction cable 1 through a cable clamp, the external damper 4 is hinged with the cable clamp through a pin shaft, the relative rotation of the cable clamp and the external damper 4 is realized, and the bending stress caused by the installation and vibration of the vibration reduction cable 1 is released.
Referring to fig. 3, the damping cable 1 includes a cable body 10, two fastening mechanisms 11, and two fastening mechanisms 11 respectively disposed at two ends of the cable body 10; the fastening mechanism 11 comprises a head 110 and a sleeve 111, wherein one end of the head 110 is connected with the cable body 10, and the other end of the head 110 is used for being connected with the main beam 2 or the bridge tower 3; the sleeve 111 is sleeved outside the cable body 10 and connected with the end head 110.
The ends 110 at two ends of the damping cable 1 are respectively anchored on the main beam 2 and the bridge tower 3 through ear plates, and the ends 110 are connected with the ear plates through pin shafts.
When the vibration damper is installed, firstly, the lug plates and the external damper bottom plate are placed on the main beam 2 and the bridge tower 3 through the embedded parts according to the length l of the vibration damping cable 1 and the length of the external damper 4; secondly, one end of the damping cable 1 is anchored on an ear plate of the main beam 2; then, the other end of the damping cable 1 is tensioned at an ear plate of the bridge tower 3 according to the tension force H of the damping cable 1, and the other end of the damping cable 1 is anchored on the ear plate by a pin shaft; and finally, according to the fixed point of the external damper 4 and the vibration reduction cable 1 and the distance x between the vibration reduction cable 1 and the fixed point of the bridge tower 3, fixing one end of the external damper 4 on the vibration reduction cable 1 through a cable clamp, and fixing the other end of the external damper on a bottom plate of the external damper to finish the installation of the vibration reduction device.
In the description of the present application, it should be noted that the terms "upper", "lower", and the like indicate orientations or positional relationships based on the orientations or positional relationships shown in the drawings, which are only for convenience in describing the present application and simplifying the description, and do not indicate or imply that the referred device or element must have a specific orientation, be constructed in a specific orientation, and operate, and thus, should not be construed as limiting the present application. Unless expressly stated or limited otherwise, the terms "mounted," "connected," and "connected" are intended to be inclusive and mean, for example, that they may be fixedly connected, detachably connected, or integrally connected; can be mechanically or electrically connected; they may be connected directly or indirectly through intervening media, or they may be interconnected between two elements. The specific meaning of the above terms in the present application can be understood by those of ordinary skill in the art as appropriate.
It is noted that, in the present application, relational terms such as "first" and "second", and the like, are used solely to distinguish one entity or action from another entity or action without necessarily requiring or implying any actual such relationship or order between such entities or actions. Also, the terms "comprises," "comprising," or any other variation thereof, are intended to cover a non-exclusive inclusion, such that a process, method, article, or apparatus that comprises a list of elements does not include only those elements but may include other elements not expressly listed or inherent to such process, method, article, or apparatus. Without further limitation, an element defined by the phrase "comprising an … …" does not exclude the presence of other identical elements in a process, method, article, or apparatus that comprises the element.
The above description is merely exemplary of the present application and is presented to enable those skilled in the art to understand and practice the present application. Various modifications to these embodiments will be readily apparent to those skilled in the art, and the generic principles defined herein may be applied to other embodiments without departing from the spirit or scope of the application. Thus, the present application is not intended to be limited to the embodiments shown herein but is to be accorded the widest scope consistent with the principles and novel features disclosed herein.

Claims (7)

1. The utility model provides a vibration damper of control large-span bridge girder vortex-induced vibration which characterized in that, it includes:
damping cable (1), its both ends respectively with girder (2) and bridge tower (3) rotatable coupling, and the vibration frequency of damping cable (1) is adapted into: when the main beam (2) generates vortex-induced vibration, the damping cable (1) and the main beam (2) generate parameter resonance;
the external damper (4) is fixed on the bridge tower (3) at one end, is rotatably connected with the vibration reduction cable (1) at the other end and is used for inhibiting the vibration of the vibration reduction cable (1);
the optimal damping coefficient c of the external damper (4)optThe following were used:
Figure FDA0003580394240000011
in the formula: m is the mass of the damping cable (1); omega is the vibration frequency of the damping cable (1); l is the length of the damping cable (1); x is the distance between the fixed point of the external damper (4) and the damping cable (1) and the fixed point of the damping cable (1) to the bridge tower (3).
2. The vibration damping device for controlling the vortex-induced vibration of the girder of the large-span bridge according to claim 1, wherein the vibration frequency of the damping cable (1) is ω, and the vortex-induced vibration frequency of the girder (2) is Ω, wherein:
Figure FDA0003580394240000012
3. the vibration damping device for controlling vortex-induced vibration of a girder of a long-span bridge according to claim 2, wherein n is 2.
4. The vibration damping device for controlling the vortex-induced vibration of the girder of the large-span bridge according to claim 1, wherein the structural parameters of the vibration damping cable (1) comprise the length l, the tension force H and the mass m of the vibration damping cable (1), and the structural parameters are calculated by adopting the following formula:
Figure FDA0003580394240000013
5. the vibration damping device for controlling the vortex-induced vibration of the girder of the long-span bridge according to claim 2, wherein x is 3 to 5% of l.
6. The vibration damping device for controlling the vortex-induced vibration of the girder of the large-span bridge according to claim 1, wherein the external damper (4) is arranged perpendicular to the vibration damping cable (1).
7. The vibration damping device for controlling the vortex-induced vibration of the girder of the long-span bridge according to claim 1, wherein the vibration damping cable (1) comprises:
a cable body (10);
the two fastening mechanisms (11), the two fastening mechanisms (11) are respectively arranged at two ends of the cable body (10); the fastening mechanism (11) comprises:
-a head (110) connected at one end to said cable body (10) and at the other end to a main beam (2) or pylon (3);
-a sleeve (111) sleeved outside the cable body (10) and connected with the head (110).
CN202110845591.2A 2021-07-26 2021-07-26 Vibration damper for controlling vortex-induced vibration of girder of large-span bridge Active CN113445412B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN202110845591.2A CN113445412B (en) 2021-07-26 2021-07-26 Vibration damper for controlling vortex-induced vibration of girder of large-span bridge

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN202110845591.2A CN113445412B (en) 2021-07-26 2021-07-26 Vibration damper for controlling vortex-induced vibration of girder of large-span bridge

Publications (2)

Publication Number Publication Date
CN113445412A CN113445412A (en) 2021-09-28
CN113445412B true CN113445412B (en) 2022-05-13

Family

ID=77817283

Family Applications (1)

Application Number Title Priority Date Filing Date
CN202110845591.2A Active CN113445412B (en) 2021-07-26 2021-07-26 Vibration damper for controlling vortex-induced vibration of girder of large-span bridge

Country Status (1)

Country Link
CN (1) CN113445412B (en)

Families Citing this family (3)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN114016384A (en) * 2021-10-08 2022-02-08 中铁桥研科技有限公司 View platform with damping function
CN114481830A (en) * 2022-01-17 2022-05-13 江苏法尔胜缆索有限公司 Cable isolation vibration damper in cable-stayed-suspended cooperation system
CN116150567B (en) * 2023-04-21 2023-07-18 温州电力建设有限公司 Optimization method of inhaul cable-lever rotation inertial-volume damper system in power transmission tower body

Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2002121704A (en) * 2000-10-18 2002-04-26 Kajima Corp Vibration control device for diagonal bracing cable
CN102392422A (en) * 2011-11-26 2012-03-28 广州大学 Reinforcement structure of single-cable-plane cable-stayed bridge
CN206174180U (en) * 2016-11-15 2017-05-17 湖南科技大学 Sag damping cable
CN209619825U (en) * 2019-01-23 2019-11-12 湖南科技大学 Suspension bridge damping rope
CN111963618A (en) * 2020-07-21 2020-11-20 同济大学 Inhaul cable multi-order modal vibration control method based on double dampers
CN112663484A (en) * 2021-01-12 2021-04-16 中铁桥研科技有限公司 Damping vibration attenuation device for controlling vortex-induced vibration of main beam of long-span bridge

Patent Citations (6)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2002121704A (en) * 2000-10-18 2002-04-26 Kajima Corp Vibration control device for diagonal bracing cable
CN102392422A (en) * 2011-11-26 2012-03-28 广州大学 Reinforcement structure of single-cable-plane cable-stayed bridge
CN206174180U (en) * 2016-11-15 2017-05-17 湖南科技大学 Sag damping cable
CN209619825U (en) * 2019-01-23 2019-11-12 湖南科技大学 Suspension bridge damping rope
CN111963618A (en) * 2020-07-21 2020-11-20 同济大学 Inhaul cable multi-order modal vibration control method based on double dampers
CN112663484A (en) * 2021-01-12 2021-04-16 中铁桥研科技有限公司 Damping vibration attenuation device for controlling vortex-induced vibration of main beam of long-span bridge

Also Published As

Publication number Publication date
CN113445412A (en) 2021-09-28

Similar Documents

Publication Publication Date Title
CN113445412B (en) Vibration damper for controlling vortex-induced vibration of girder of large-span bridge
US6292967B1 (en) TMD-damped stay cable and method and TMD
Main et al. Evaluation of viscous dampers for stay-cable vibration mitigation
US20120006965A1 (en) Damping device of stay cable
CN1651656A (en) Stayed cable shock attenuation device
CN104674644B (en) The vibration control apparatus of a kind of sling of suspension bridge and method
CN201574356U (en) Viscous damping auxiliary cable device for cable-stayed bridge
Wang et al. A novel eddy current damper system for multi-mode high-order vibration control of ultra-long stay cables
CN104818665B (en) A kind of wind resistance method for Excitations for Long Span Suspension conduit bridge
CN108643019B (en) Bridge flutter and vortex vibration integrated control device and control method thereof
CN102277830A (en) Cable stayed bridge and vibration-reducing auxiliary cable device for same
Xu et al. Vortex-induced vibration control of long stay cables by using inerter-based dampers
CN112663484A (en) Damping vibration attenuation device for controlling vortex-induced vibration of main beam of long-span bridge
Battista et al. Control of wind oscillations of Rio-Niterói bridge, Brazil
CN101550733B (en) Stay cable end elastic constraint vibration controlling device
Fujino et al. Cable vibrations and control methods
Abdel-Rohman et al. Control of wind-induced nonlinear oscillations in suspended cables
CN111963618B (en) Inhaul cable multi-order modal vibration control method based on double dampers
CN105391019B (en) Aero-vibration broad band inhibition anti-vibration hardware fitting for power transmission line
Lu et al. Hybrid nutation damper for controlling galloping power lines
CN101613988B (en) Vibration reduction and limiting device for stay cable
CN210838892U (en) Inertia amplification type transmission line vibration damping cable
CN110649551A (en) Inertia amplification type transmission line vibration damping cable
CN101372827B (en) Axial vibration damping system for stayed cable, stayed cable equipped with the system and manufacturing method thereof
CN201128875Y (en) Axial vibration damping system for guy cable and guy cable with the system

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