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Influence of non-structural infill wall elements on the seismic response and retrofit of steel structures

Research output: Chapter in Book/Report/Conference proceedingConference contribution

Standard

Influence of non-structural infill wall elements on the seismic response and retrofit of steel structures. / Nanos, Nikos; Elenas, Anaxagoras; Tzourmakliotou, Dimitra.

16th World Conference on Earthquake Engineering. 2017. 2245.

Research output: Chapter in Book/Report/Conference proceedingConference contribution

Harvard

Nanos, N, Elenas, A & Tzourmakliotou, D 2017, Influence of non-structural infill wall elements on the seismic response and retrofit of steel structures. in 16th World Conference on Earthquake Engineering., 2245, 16th World Conference on Earthquake Engineering, Santiago, Chile, 9/01/17. <http://www.nicee.org/wcee/index2.php>

APA

Nanos, N., Elenas, A., & Tzourmakliotou, D. (2017). Influence of non-structural infill wall elements on the seismic response and retrofit of steel structures. In 16th World Conference on Earthquake Engineering [2245] http://www.nicee.org/wcee/index2.php

Vancouver

Nanos N, Elenas A, Tzourmakliotou D. Influence of non-structural infill wall elements on the seismic response and retrofit of steel structures. In 16th World Conference on Earthquake Engineering. 2017. 2245

Author

Nanos, Nikos ; Elenas, Anaxagoras ; Tzourmakliotou, Dimitra. / Influence of non-structural infill wall elements on the seismic response and retrofit of steel structures. 16th World Conference on Earthquake Engineering. 2017.

Bibtex

@inproceedings{0e18be15a4bb4fd1a0354ac59cc75125,
title = "Influence of non-structural infill wall elements on the seismic response and retrofit of steel structures",
abstract = "This paper provides a methodology to evaluate the influence of non-structural infill wall elements and quantify the interrelation between them and structural damage analytically observed under strong ground motions. For this reason, nonlinear dynamic analyses for a set of five steel frame structures were carried out taking into consideration all essential material characteristics as well as four different infill wall topologies.Initially, a set of spectrum compatible artificial accelerograms were composed and nonlinear dynamic analyses have been carried out to evaluate the seismic response for each individual structure. In addition, several structural response characteristics, the overall structural damage index (OSDI) after Park/Ang (OSDIPA) and the maximum inter-story drift ratio (MISDR) have been selected to represent the structural response. The work focuses on DIPA in both its localized form as well as the global damage manifestation. The steel frame models were designed in compliance with EC3 and EC8 Eurocode requirements for steel and antiseismic structures, respectively. During the nonlinear dynamic analyses carried out to evaluate the structure{\textquoteright}s seismic response, utilizing the IDARC computer program, the OSDIPA response parameters were calculated as simple, yet effective and widely accepted ways to represent seismic damage.This work focus upon quantifying the interdependency between topology of infill walls in a steel structure and its seismic response. As the numerical results have shown, infill walls proved to have a very positive contribution in the structure{\textquoteright}s seismic response giving an average of 47% reduction of the maximum recorded OSDIPA as well as an 72 - 81% decrease of the mean OSDIPA values between bare frame structure and its infill wall reinforced counterparts. Similar results were observed on a localized basis when investigating the mode and structural damage accumulation on a level to level basis where reductions in the range of 68 - 82% of the mean values for the ground floor (Level 1) and almost eliminate the seismic damage that is observed on the bare frame{\textquoteright}s Level 6.Finally, a comparative study has been performed to quantify the influence of non-structural infill wall topology on the analytically observed seismic induced structural damage. In that effect the different damage distribution characteristics have been studied revealing the importance of non-structural elements in a buildings response under such conditions.",
keywords = "Seismic Parameters, Damage Indices, Frame Structures, Infill Walls, Damage Distribution",
author = "Nikos Nanos and Anaxagoras Elenas and Dimitra Tzourmakliotou",
year = "2017",
month = jan,
day = "8",
language = "English",
booktitle = "16th World Conference on Earthquake Engineering",
note = "16th World Conference on Earthquake Engineering : 16WCEE ; Conference date: 09-01-2017 Through 13-01-2017",
url = "http://16wcee.com/",

}

RIS

TY - GEN

T1 - Influence of non-structural infill wall elements on the seismic response and retrofit of steel structures

AU - Nanos, Nikos

AU - Elenas, Anaxagoras

AU - Tzourmakliotou, Dimitra

PY - 2017/1/8

Y1 - 2017/1/8

N2 - This paper provides a methodology to evaluate the influence of non-structural infill wall elements and quantify the interrelation between them and structural damage analytically observed under strong ground motions. For this reason, nonlinear dynamic analyses for a set of five steel frame structures were carried out taking into consideration all essential material characteristics as well as four different infill wall topologies.Initially, a set of spectrum compatible artificial accelerograms were composed and nonlinear dynamic analyses have been carried out to evaluate the seismic response for each individual structure. In addition, several structural response characteristics, the overall structural damage index (OSDI) after Park/Ang (OSDIPA) and the maximum inter-story drift ratio (MISDR) have been selected to represent the structural response. The work focuses on DIPA in both its localized form as well as the global damage manifestation. The steel frame models were designed in compliance with EC3 and EC8 Eurocode requirements for steel and antiseismic structures, respectively. During the nonlinear dynamic analyses carried out to evaluate the structure’s seismic response, utilizing the IDARC computer program, the OSDIPA response parameters were calculated as simple, yet effective and widely accepted ways to represent seismic damage.This work focus upon quantifying the interdependency between topology of infill walls in a steel structure and its seismic response. As the numerical results have shown, infill walls proved to have a very positive contribution in the structure’s seismic response giving an average of 47% reduction of the maximum recorded OSDIPA as well as an 72 - 81% decrease of the mean OSDIPA values between bare frame structure and its infill wall reinforced counterparts. Similar results were observed on a localized basis when investigating the mode and structural damage accumulation on a level to level basis where reductions in the range of 68 - 82% of the mean values for the ground floor (Level 1) and almost eliminate the seismic damage that is observed on the bare frame’s Level 6.Finally, a comparative study has been performed to quantify the influence of non-structural infill wall topology on the analytically observed seismic induced structural damage. In that effect the different damage distribution characteristics have been studied revealing the importance of non-structural elements in a buildings response under such conditions.

AB - This paper provides a methodology to evaluate the influence of non-structural infill wall elements and quantify the interrelation between them and structural damage analytically observed under strong ground motions. For this reason, nonlinear dynamic analyses for a set of five steel frame structures were carried out taking into consideration all essential material characteristics as well as four different infill wall topologies.Initially, a set of spectrum compatible artificial accelerograms were composed and nonlinear dynamic analyses have been carried out to evaluate the seismic response for each individual structure. In addition, several structural response characteristics, the overall structural damage index (OSDI) after Park/Ang (OSDIPA) and the maximum inter-story drift ratio (MISDR) have been selected to represent the structural response. The work focuses on DIPA in both its localized form as well as the global damage manifestation. The steel frame models were designed in compliance with EC3 and EC8 Eurocode requirements for steel and antiseismic structures, respectively. During the nonlinear dynamic analyses carried out to evaluate the structure’s seismic response, utilizing the IDARC computer program, the OSDIPA response parameters were calculated as simple, yet effective and widely accepted ways to represent seismic damage.This work focus upon quantifying the interdependency between topology of infill walls in a steel structure and its seismic response. As the numerical results have shown, infill walls proved to have a very positive contribution in the structure’s seismic response giving an average of 47% reduction of the maximum recorded OSDIPA as well as an 72 - 81% decrease of the mean OSDIPA values between bare frame structure and its infill wall reinforced counterparts. Similar results were observed on a localized basis when investigating the mode and structural damage accumulation on a level to level basis where reductions in the range of 68 - 82% of the mean values for the ground floor (Level 1) and almost eliminate the seismic damage that is observed on the bare frame’s Level 6.Finally, a comparative study has been performed to quantify the influence of non-structural infill wall topology on the analytically observed seismic induced structural damage. In that effect the different damage distribution characteristics have been studied revealing the importance of non-structural elements in a buildings response under such conditions.

KW - Seismic Parameters

KW - Damage Indices

KW - Frame Structures

KW - Infill Walls

KW - Damage Distribution

UR - http://www.iitk.ac.in/nicee/wcee16/

M3 - Conference contribution

BT - 16th World Conference on Earthquake Engineering

T2 - 16th World Conference on Earthquake Engineering

Y2 - 9 January 2017 through 13 January 2017

ER -

ID: 5924069