WO1999034061A1 - Systeme passif d'amortissement - Google Patents

Systeme passif d'amortissement Download PDF

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Publication number
WO1999034061A1
WO1999034061A1 PCT/JP1998/005879 JP9805879W WO9934061A1 WO 1999034061 A1 WO1999034061 A1 WO 1999034061A1 JP 9805879 W JP9805879 W JP 9805879W WO 9934061 A1 WO9934061 A1 WO 9934061A1
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WO
WIPO (PCT)
Prior art keywords
damping
vibration
expansion
long
contraction
Prior art date
Application number
PCT/JP1998/005879
Other languages
English (en)
Japanese (ja)
Inventor
Yoshihiko Akao
Original Assignee
Yoshihiko Akao
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 Yoshihiko Akao filed Critical Yoshihiko Akao
Publication of WO1999034061A1 publication Critical patent/WO1999034061A1/fr

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Classifications

    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D1/00—Bridges in general
    • E—FIXED CONSTRUCTIONS
    • E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
    • E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
    • E01D11/00—Suspension or cable-stayed bridges

Definitions

  • the present invention provides a so-called passive vibration damping system (damping method, vibration damping structure and vibration damping system) that attenuates vibration generated in a structure by an external force such as an earthquake, wind, or a traffic vehicle by a method that does not use external energy.
  • System including materials).
  • vibration isolation and vibration suppression methods In order to maintain safety and livability of structures against vibrations caused by wind, machinery and traffic vehicles, there are vibration isolation and vibration suppression methods. Broadly speaking, active vibration suppression and passive (passive) vibration suppression are used to control the vibration of structures caused by disturbances such as wind and traffic vehicles, including earthquakes. Active vibration suppression is a method of controlling vibration using external energy for vibration damping. Passive vibration suppression is a method of controlling vibration without using external energy for vibration damping.
  • Active vibration damping mechanisms for buildings and the like can be broadly classified into a mass addition type, a damping adjustment type, a rigidity adjustment type, and an external force addition type.
  • a typical method of adding mass is to provide a movable rigid mass and a driving device to move it on the top floor of a building, etc.
  • an active mass damper (AMD) system that controls vibration by applying vibration damping force to a structure by the inertia force of a rigid body has already been used in a real building.
  • AMD active mass damper
  • a variable damping mechanism and a mechanism between adjacent buildings are considered.
  • Active variable stiffness (AVS) which modifies the rigidity of a building to reduce resonance, has attracted attention as a promising method for rigidity adjustment.
  • Active damping mechanisms for bridges and the like include active mass damper systems, as well as auxiliary wings outside the bridge girder, and a sensor that detects the movement of the bridge girder installed at an appropriate position to reduce the vertical vibration of the bridge girder.
  • An active empty control method to be controlled has been devised.
  • Passive vibration damping mechanisms can be broadly classified into two types: damping addition systems and tuned dampers.
  • a damping device is installed outside the building, or an oil damper is installed on the building's earthquake-resistant wall to increase the internal attenuation.
  • tuned damper system tuned mass damper (TMD) devices and tuned liquid damper (TLD) devices have already been put into practical use in buildings and towers. In these devices, when a structure vibrates, a force is applied from the device to the structure in a direction opposite to the velocity of the mass point to reduce resonance.
  • the present invention is a system for reducing and eliminating vibration of a structure having a long span, such as a long suspension bridge or a bridge girder of a cable-stayed bridge.
  • the method is classified as That is, in a section perpendicular to the long axis of the structure, a member that generates a damping force against expansion and contraction movement as far as possible from the center axis of the bending stiffness is arranged parallel to the long axis, and bending vibration is applied to the structure. When this occurs, the vibration energy is absorbed by the damping member to suppress the resonance phenomenon and to attenuate the vibration early.
  • the amplitude of the center of the bridge can be several meters even with a slight curvature of vibration. Therefore, we considered a vibration control method in which a slight bending vibration is converted into a stretching motion once, and further converted into a straining motion.
  • a structure to absorb the vibration energy of the expansion and contraction motion we considered a structure in which two types of pipes with different diameters were nested, thinned, and filled with high-damping rubber or provided with friction damping. As a result, even small expansion and contraction movements can be converted into large shear strain movements in thin high-damping rubber, or can be absorbed as vibrational energy as frictional damping.
  • FIG. 1 shows the primary vibration mode for a suspension bridge.
  • FIG. 2 is a diagram in which a telescopic bridge girder is provided with a telescopic damping member.
  • Fig. 3 is a conceptual diagram showing how the damping member inside the bend contracts and the damping member outside expands when the bridge girder is bent.
  • Fig. 4 shows different diameters. '
  • FIG. 2 is a drawing of a shinken-hamane sound with two pipes nested.
  • FIG. 5 is a cross-sectional view of the nested portion of the expansion / contraction damping member.
  • FIG. 6 is a diagram of the amount of shear deformation of the high damping rubber filling the gap between the nested portions and the hysteresis loop of its reaction force.
  • Figure 7 is a cross-sectional view of the bridge girder in the direction perpendicular to the long axis.
  • the damper 3 When the bridge girder of the suspension bridge as shown in Fig. 1 vibrates up and down in the primary mode as shown by the dotted line, the damper 3 is attached to the bridge girder truss 1 as shown in Fig. 2.
  • the damping member 3 By installing the damping member 3 as far as possible from the center of the bending moment of the bridge girder by supporting it with the support 4, the bending vibration of the bridge girder truss 1 as shown in Fig. 3 It tries to convert and prevent resonance.
  • the vibration of the bridge girder in the vertical or horizontal direction can be several meters over a span of a long bridge.
  • the amplitude in the center reaches 2m even if the deflection is about 1/500 of the span.
  • the bending deformation is a slight deformation in terms of curvature.
  • Vibrations of structures can include not only primary mode vertical vibrations, but also horizontal and higher mode vibrations.
  • For horizontal vibration it is preferable to provide damping members as symmetrically to the outside as possible from the center axis of the bridge girder. For example, as shown in the cross section of the bridge girder ⁇
  • the large-diameter pipe 5 and the small-diameter pipe 6 are partially nested in the damping member of the expansion and contraction motion. Fill the gap between large and small pipes with high damping rubber as shown in the cross section.
  • large and small pipes do not overlap, and the expansion and contraction motion that occurs between both ends of the damping member is converted into a shear strain deformation into a high damping rubber.
  • High damping rubber is a material that has a hysteresis loop with a large area against the shear strain motion shown in Fig. 6 and has the property of absorbing vibration energy.
  • Fig. 6 shows the hysteresis loop of the high-damping rubber G8 developed by Yokohama Rubber Co., Ltd.
  • loop 7 when 100% shear deformation is applied loop 8 when 200% shear deformation is applied 8
  • loop 9 when 300% shear deformation is applied

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Bridges Or Land Bridges (AREA)

Abstract

L'invention porte sur une combinaison de procédés, structures et matériaux permettant d'amortir les vibrations des tabliers des grands ponts dues à des perturbations telles que les séismes et les vents violents, et capable d'opposer une résistance efficace même aux vibrations de petite amplitude, et cela du fait de l'adjonction d'éléments structuraux simples, et sans requérir d'équipements lourds et encombrants, ni de système spécial de commande. L'invention porte également sur un système d'amortissement (3) à base de montants supports rigides (4) perpendiculaires à l'axe longitudinal du pont et s'allongeant ou se contractant sous l'effet des vibrations génératrices de flexion du treillis (1). Ces structures qui empêchent la résonance de l'ensemble de la structure, amortissent immédiatement les vibrations, améliorent la sécurité de la structure, et en abaissent les coûts de fabrication.
PCT/JP1998/005879 1997-12-24 1998-12-24 Systeme passif d'amortissement WO1999034061A1 (fr)

Applications Claiming Priority (2)

Application Number Priority Date Filing Date Title
JP37013397 1997-12-24
JP9/370133 1997-12-24

Publications (1)

Publication Number Publication Date
WO1999034061A1 true WO1999034061A1 (fr) 1999-07-08

Family

ID=18496152

Family Applications (1)

Application Number Title Priority Date Filing Date
PCT/JP1998/005879 WO1999034061A1 (fr) 1997-12-24 1998-12-24 Systeme passif d'amortissement

Country Status (1)

Country Link
WO (1) WO1999034061A1 (fr)

Citations (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH041216U (fr) * 1990-04-19 1992-01-08
JPH06167137A (ja) * 1992-11-27 1994-06-14 Sumitomo Constr Co Ltd 内部減衰機構を有する構造物及び棒状ダンパー

Patent Citations (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH041216U (fr) * 1990-04-19 1992-01-08
JPH06167137A (ja) * 1992-11-27 1994-06-14 Sumitomo Constr Co Ltd 内部減衰機構を有する構造物及び棒状ダンパー

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