JP-2026074601-A - Vibration damping structure

Abstract

[Problem] To provide a vibration control structure that can reduce the shear force on the substructure in a large-span building. [Solution] The vibration damping structure comprises a lower structure 2 and a roof structure 3 supported by the lower structure 2, and the rigidity of the layer 31A including the columns 31 of the roof structure 3 is determined so that the period of the roof structure 3 is synchronized with the period of the lower structure 2. [Selection Diagram] Figure 1

Inventors

• 村瀬 充
• 西谷 隆之
• 濱 智貴
• 牛坂 伸也
• 久米 建一
• 山下 美帆
• 長谷川 龍太

Assignees

• 清水建設株式会社

Dates

Publication Date

20260507

Application Date

20241021

Claims (5)

1. Substructure and The roof structure is supported by the aforementioned substructure, A vibration control structure in which the rigidity of a layer including the columns of the roof structure is determined so that the period of the roof structure is synchronized with the period of the substructure.
2. The vibration damping structure according to claim 1, wherein the joint between the upper part of the column of the roof structure and the horizontal member of the roof structure is a pin joint.
3. Let the optimal stiffness k opt be given by equation (1), and the optimal damping c opt be given by equation (2). The vibration control structure according to claim 1, wherein viscous dampers are arranged in parallel with the columns in a layer including the columns of the roof structure.
4. Let k be the stiffness of the layer including the columns of the roof structure, and let c be the damping coefficient of the layer including the columns of the roof structure. k/k opt =0.5 to 2.0, The vibration damping structure according to claim 3, wherein c/c opt ≤ 5.0.
5. In the layer including the columns of the roof structure, the lower part of the columns is connected in parallel to a viscous damper and an inertial mass damper, as described in claim 1.

Description

This invention relates to a vibration damping structure. Conventionally, in the seismic design of domes, arenas, and other structures, the adoption of base isolation and vibration control structures has been considered to reduce the horizontal loads generated on the roof and substructure due to seismic motion. For example, Patent Document 1 discloses a system in which seismic isolation devices are placed at the support sections of a roof structure. This is expected to reduce the horizontal loads and accelerations generated in the roof structure. On the other hand, the reduction effect on horizontal loads and accelerations generated in the stand section may not be sufficient. Therefore, for improved safety and economic design, it is desirable to adopt a frame structure that provides a greater response reduction effect in the stand section. In recent years, a type of TMD (Tuned Mass Damper), the Building Mass Damper (BMD), which uses a portion of the building as a weight to synchronize with the substructure, has been proposed and is being applied to actual buildings. Patent Document 2 below discloses a system that uses the upper floors of a high-rise building as a weight and employs seismic isolation devices for stiffness tuning. Patent Document 3 below discloses a system that uses an extension added to the upper floors of a high-rise building as a weight and uses pin connections at the column bases of the lowest floor of the extension for stiffness tuning. Japanese Patent Application Publication No. 8-326351Japanese Patent Application Laid-Open No. 62-273374Japanese Patent Publication No. 2024-83743 This is a schematic diagram showing a vibration damping structure according to the first embodiment of the present invention.This is a schematic diagram showing the phase difference of vibrations in a vibration damping structure according to the first embodiment of the present invention.This is a schematic top view showing the roof structure of a building with a vibration-damping structure according to a second embodiment of the present invention.This is a schematic elevation view of section IV in Figure 3, enlarged.This diagram shows the details of the joint between the upper chord and the column.This is a cross-sectional view taken along the line VI-VI in Figure 5.This figure shows the details of the joint between the upper chord member and the column of a roof structure according to another aspect of the second embodiment of the present invention.This is a schematic plan view showing the arrangement of viscous dampers in a vibration damping structure according to a third embodiment of the present invention.This is a schematic diagram showing a vibration damping structure according to the fourth embodiment of the present invention.This figure shows the analysis results of the vibration damping structure according to the third embodiment of the present invention, and is a diagram of the story shear force coefficient of the substructure.This figure shows the analysis results of the vibration damping structure according to the third embodiment of the present invention, and depicts the inter-story deformation of the roof structure. (First Embodiment) The vibration damping structure according to the first embodiment of the present invention will be described below with reference to the drawings. Figure 1 is a schematic diagram showing a vibration damping structure according to the first embodiment of the present invention. As shown in Figure 1, the vibration damping structure 1 according to this embodiment is used, for example, in a large-span building 10. The vibration damping structure 1 comprises a substructure 2 and a roof structure 3. The substructure 2 is a structure to which columns, beams, etc., are installed. The substructure 2 can be constructed using reinforced concrete, steel, wood, etc., as appropriate. The roof structure 3 is positioned above the substructure 2 and supported by the substructure 2. The roof structure 3 has columns 31. In addition to the columns 31, the roof structure 3 also has structural members 32, such as upper and lower chord members. The lower parts of the multiple columns 31 are connected by viscous dampers 33. The viscous dampers 33 are of a well-known configuration and are dampers that utilize viscous resistance force, with a viscous material filled inside. The viscous dampers 33 include oil dampers. In the roof structure 3, the rigidity of the flexible layer 31A where the columns 31 are installed is set lower than that of a typical earthquake-resistant structure, thus creating a flexible layer. This synchronizes the period of the roof structure 3 with the period of the substructure 2. The rigidity of the roof structure 3 is determined so that its period synchronizes with that of the substructure 2. Figure 2 is a schematic diagram showing the phase difference of vibrations in a vibration damping structure according to the first embodiment of the present invention. As shown in Fi