[논문]Structural Design and Construction of High-rise Building to Feature the High-performance Oil Dampers for Vibration Control - Hibiya Mitsui Tower -

Kato, Takashi; Hara, Kenji; Tanaka, Hiroyuki

doi:10.21022/ijhrb.2019.8.3.229

Structural Design and Construction of High-rise Building to Feature the High-performance Oil Dampers for Vibration Control - Hibiya Mitsui Tower - 원문보기

International journal of high-rise buildings, v.8 no.3, 2019년, pp.229 - 234

Kato, Takashi (Structural Design Department, Architectural Design Department, Kajima Corporation) , Hara, Kenji (Structural Design Department, Architectural Design Department, Kajima Corporation) , Tanaka, Hiroyuki (Structural Design Department, Architectural Design Department, Kajima Corporation)

Abstract ▼ AI-Helper

This report introduces the structural design of Hibiya Mitsui Tower built in Tokyo Midtown Hibiya. The upper part of this tower is used for offices and the lower portion is for commercial facilities and a cinema complex which need the large open spaces. The 192m-high building has 35 floors above ground and 4 below ground. The structure is a steel frame using CFT columns to feature the high-performance oil dampers and the buckling restrained braces for vibration control. First, an outline of the structural design of this building is presented. Second, we introduce the transfer frame adopted to realize the large open spaces in the lower part, and the long column supporting the corner part of the high-rise building to avoid making a shade on the adjacent Hibiya Park, which are the feature of this building. Finally, we present an outline of the latest highly efficient semi-active oil dampers adopted in this building, and the vibration responses of this tower.

주제어

표/그림 (18)

그림 Figure 1. Exterior of the building.
그림 Figure 2. Cross section of the building.
그림 Figure 3. Framing plan.
그림 Figure 4. Precast concrete panel for the perimeter.
그림 Figure 5. Framing elevation.
그림 Figure 6. Velocity response spectrum. (Level-2 earthquake motion)
그림 Figure 7. Ratio of energy absorption amount. (Level-2 Long-period ground motion, Y-Direction)
그림 Figure 8. Velocity response spectrum. (Level-3 earthquake motion)
그림 Figure 9. Response analysis result. (Level-3 earthquake motion, X-Direction)
그림 Figure 10. Framing plan. (Top layer of transfer frame)
그림 Figure 11. Construction of transfer frame.
그림 Figure 12. Framing elevation.
그림 Figure 13. Construction of long column.
그림 Figure 14. Result of the elastic buckling analysis.
그림 Figure 15. Basic configuration of a semi-active oil damper with energy recovery system.
그림 Figure 16. External view of HiDAX-R.
그림 Figure 17. Energy absorption amount.
그림 Figure 18. Response displacement time history.

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문제 정의

This paper introduced the structural design and the construction of Hibiya Mitsui Tower. The feature of this building is summarized as follows:

가설 설정

(1) The large open spaces in the lower part of this highrise building were economically realized by the transfer frames.

제안 방법

For the superstructure, seismic response analysis was conducted using 3-dimensional frame model including each column, girder and vibration control member. According to the eigenvalue analysis result, the primary natural period of the building is 4.
The entire construction period was shortened by adopting a reversed placing method in which the above ground and the underground part can be simultaneously constructed using the permanent piles. In the foundation design, the proportion of the load supported by the deep (pile) foundation and the shallow (raft) foundation was calculated by performing non-linear analysis in consideration of the ground-pile-base interaction. The differential settlement of the foundation was controlled by adjusting the length of the pile according to the calculated axial forces.
In this project, the column omission in the lower layer parts was realized by transmitting the column axial forces of the upper part to the adjacent columns by the large triangular transfer frame composed of the oblique columns and the connecting beam across three layers from the M6th floor to the 8th floor (Figure 5). Since the transfer frame has much higher horizontal rigidity compared to the rigid frame, the transfer frame was uniformly disposed only in the Y-direction so as to secure rigidity balance of the building plane.
The foundation is a piled raft foundation that combines a concept of the deep (pile) foundation and the shallow (raft) foundation and is supported by a firm sand layer deeper than 20.0m from the ground. The entire construction period was shortened by adopting a reversed placing method in which the above ground and the underground part can be simultaneously constructed using the permanent piles.

대상 데이터

typical floor. The plan is 98.8m by 105.0m for the lower floor and 56.2m by 77.7m for the upper floors, and the basic column span is 9.0m in the X-direction, 10.8m in the Y-direction, and the typical floor height is 4.45m (Figure 3).
This building has 35 floors above ground and 4 below ground, with a maximum height of GL+192m, a total floor area of about 189, 000m2 with about 4, 200m2 area at the typical floor. The plan is 98.

참고문헌 (2)

Kurino H, Orui S, Shimizu K (2010):Control Effect of Semi-active On/Off Oil Damper Installed in Actual High-rise Building for Large Earthquake and Strong Winds. 5th World Conference on Structural Control and Monitoring, Tokyo, Japan.
Fukuda R, Kurino H (2017): Highly Efficient Semi-Active Oil Damper for Structural Control with Energy Recovery System. 16th World Conference on Earthquake, Santiago, Chile.

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