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Research Papers

The Energy Flow Analysis as a Tool for Identification of Damping in Tall Buildings Subjected to Wind: Contributions of the Foundation and the Building Structure

[+] Author and Article Information
S. S. Gómez

Faculty of Civil Engineering and Geosciences,
Department of Structural Engineering,
Delft University of Technology,
Stevinweg 1,
Delft 2628CN, The Netherlands;
TNO Structural Dynamics,
Leeghwaterstraat 44,
Delft 2628CA, The Netherlands
e-mail: s.anchezgomez-1@tudelft.nl

A. V. Metrikine

Faculty of Civil Engineering and Geosciences,
Department of Structural Engineering,
Delft University of Technology,
Stevinweg 1,
Delft 2628CN, The Netherlands
e-mail: A.Metrikine@tudelft.nl

Contributed by the Technical Committee on Vibration and Sound of ASME for publication in the JOURNAL OF VIBRATION AND ACOUSTICS. Manuscript received February 1, 2018; final manuscript received July 19, 2018; published online September 10, 2018. Assoc. Editor: Jeffrey F. Rhoads.

J. Vib. Acoust 141(1), 011013 (Sep 10, 2018) (11 pages) Paper No: VIB-18-1047; doi: 10.1115/1.4040975 History: Received February 01, 2018; Revised July 19, 2018

In this paper, the energy dissipated in a tall building is identified by means of the energy flow analysis. This approach allows assessing energy dissipation within a specific domain or element of the structure. In this work, the focus is placed on the superstructure, which is the part of the building above the ground, and on the foundation. Damping operators for the superstructure and the foundation are formulated based on the identified energy dissipation in these parts of the building. The obtained damping operators are used to compute the modal damping ratios in a simplified model of the building. The modal damping ratios of the three lowest modes of vibration are compared to those identified in full-scale measurements by means of the half-power bandwidth method.

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References

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Figures

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Fig. 2

The soil shear wave speed at the location of the JuBi tower

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Fig. 3

The instrumentation configuration at the 9th, 22nd, and 37th floors

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Fig. 4

The PSD functions at the 9th, 22nd, and 37th floors

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Fig. 5

The PSD functions of the shifted signals at the 37th floor

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Fig. 7

Layout of the stability cores and walls of the JuBi tower

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Fig. 6

The HPBW method applied to the shifted signals at the 37th floor

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Fig. 8

Description of the soil foundation and low part of the building: (a) sketch of the soil foundation and low part of the building and (b) simplification of the soil foundation and low part of the building by means of a beam model and springs

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Fig. 9

The amplitude spectra of the dissipated energy in the JuBi tower subject to wind

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Fig. 10

Comparison of the linear damping to identify the energy dissipation of the superstructure

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Fig. 11

Comparison of the quadratic damping to identify the energy dissipation of the superstructure

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Fig. 12

Comparison of the hysteretic damping to identify the energy dissipation of the superstructure

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Fig. 13

Comparison of the linear damping to identify the energy dissipation of the SSI

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Fig. 14

Comparison of the quadratic damping to identify the energy dissipation of the SSI

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Fig. 15

Comparison of the hysteretic damping to identify the energy dissipation of the SSI

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Fig. 16

One dimensional continuous model representative for a tall building including SSI effects: (a) bending beam model and (b) torsional beam model

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