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Research Papers

Identification of Energy Dissipation in Structural Joints by Means of the Energy Flow Analysis

[+] 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,
Van Mourik Broekmanweg 6,
Delft 2628XE, The Netherlands
e-mail: sergio.sanchezgomez@tno.nl

A. 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

B. Carboni

Faculty of Civil and Industrial Engineering,
Department of Structural
and Geotechnical Engineering,
Sapienza University of Rome,
Via Eudossiana 18,
Rome 00184, Italy
e-mail: biagio.carboni@uniroma1.it

W. Lacarbonara

Faculty of Civil and Industrial Engineering,
Department of Structural
and Geotechnical Engineering,
Sapienza University of Rome,
Via Eudossiana 18,
Rome 00184, Italy
e-mail: walter.lacarbonara@uniroma1.it

Contributed by the Technical Committee on Vibration and Sound of ASME for publication in the JOURNAL OF VIBRATION AND ACOUSTICS. Manuscript received February 28, 2017; final manuscript received July 3, 2017; published online September 1, 2017. Assoc. Editor: Matthew Brake.

J. Vib. Acoust 140(1), 011007 (Sep 01, 2017) (8 pages) Paper No: VIB-17-1080; doi: 10.1115/1.4037470 History: Received February 28, 2017; Revised July 03, 2017

In this paper, identification of energy dissipation in the joints of a lab-scale structure is accomplished. The identification is carried out by means of an energy flow analysis and experimental data. The devised procedure enables to formulate an energy balance in the vicinity of the joints to obtain local energy dissipation. In this paper, a damping matrix based on the locally identified damping coefficients is formulated. The formulated damping matrix is later used in a five-degrees-of-freedom (5DOF) system for validation. The results obtained with the proposed method are in good agreement with the experimental data, especially in the low frequency range.

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References

Figures

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Fig. 1

Experimental setup: five-storey steel building model mounted on the Moog shaking table with the first instrumentation configuration and acquisition system

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Fig. 2

Experimental setup: second instrumentation configuration for the energy flow analysis

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Fig. 3

Response of each storey of the structure to a hammer impact

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Fig. 4

Frequency response: (a) imaginary part and (b) real part

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Fig. 5

Identified mode shapes of the lab-scale structure

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Fig. 6

Euler–Bernoulli beams with discrete springs and masses representing the lab-scale structure

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Fig. 7

Euler–Bernoulli beam with a dashpot representing the connection of the first storey of the lab-scale building

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Fig. 8

Viscous damping coefficient of the first storey of the setup

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Fig. 9

Hammer impact force measured at the tip of the hammer as a function of time

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Fig. 10

Filtered response to a hammer impact of the top storey of the setup and the model in time domain

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Fig. 11

The absolute value of the displacement frequency response to a hammer impact of the top storey of the experimental setup and the numerical model

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Fig. 12

The absolute value of the acceleration frequency response to a hammer impact of the top storey of the experimental setup and the numerical model

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