Investigation of Overstrength of Dual System by Non-Linear Static and Dynamic Analyses
The nonlinear static and dynamic analysis procedures
presented in EN 1998-1 for the structural response of a RC wall-frame
building are assessed. The structure is designed according to the guidelines for
high ductility (DCH) in 1998-1. The finite element packages SeismoStruct and
OpenSees are utilized and evaluated. The structural response remains nearly
in the elastic range even though the building was designed for high ductility.
The overstrength is a result of oversized and heavily reinforced members,
with emphasis on the lower storey walls. Nonlinear response history analysis
in the software packages give virtually identical results for displacements.
[1] De Normalisation, Comit´e Europ´een, Eurocode 8: Design of structures
for earthquake resistance: Part 1: General rules, seismic actions and
rules for buildings, European Committee for Standardization, 2004.
[2] Cemalovic, Miran, Earthquake analysis og structures using non-linear
models, Masters thesis, Norwegian University of Science and Technology
(NTNU), Department of Structural Engineering, 2015
[3] Priestley, M.J.N. and Calvi, G.M. and Kowalsky, M.J., Direct
displacement-based seismic design of structures, 2007 NZSEE
Conference, 2007.
[4] Kappos, A.J., Evaluation of behaviour factors on the basis of ductility
and overstrength studies, Engineerning Structures, Volume 21, 1999.
[5] Asgarian, B. and Shokrgozar, H, Brbf response modification factor,
Journal of constructional steel research, Volume 65, no. 2, pp. 290-298,
2009.
[6] SeismoStruct, SeismoStruct is a FEM-program developed for the
analytical assessment of structures subjected to earthquake strong motion,
Seismosoft Ltd, Version 7.0.2, 2015.
[7] OpenSees, The Open System for Earthquake Engineering Simulation
(OpenSees) is a software framework for simulating the seismic response
of structural and geotechnical systems, Pacific Earthquake Engineering
Research Center, Version 2.4.5, 2013.
[8] Comit´e Europ´een de Normalisation, Eurocode 0: Basis of Structural
Design, European Committee for Standardization, 2008
[9] Comit´e Europ´een de Normalisation, Eurocode 2: Design of Concrete
Structures: Part 1: General Rules and Rules for Buildings, European
Committee for Standardization, 2010
[10] SHARE, European Seismic Hazard Map 2013, April, 2015,
http://www.share-eu.org/node/90.
[11] Robot, Robot Structural Analysis Professional is an BIM-integrated
FEM-software developed for the assessment of structural analysis and
memeber design, Autodesk, Inc., Version 2.4.5, 2013.
[12] Calabrese, Armando and Almeida, Jo˜ao Pacheco and Pinho, Rui,
Numerical issues in distributed inelasticity modeling of RC frame
elements for seismic analysis, Journal of Earthquake Engineering, Volume
14, 2010, Taylor & Francis.
[13] Cook, Robert D. and Malkus, David S. and Plesha Michael E. and
Witt, Robert J., Concepts and applications of finite element analysis, John
Wiley and Sons, INC., 4th edition, 2002.
[14] OpenSeesWiki, OpenSeesWiki is a Wiki creation. The goal is to provide
information about OpenSees. http://opensees.berkeley.edu/wiki/, 2015.
[15] Fajfar, Peter and Dol˘sek, Matja˘z, Pushover-based analysis in
performance-based seismic engineering - A view from Europe, Springer
Science+Business Media Dordrecht, 2014.
[16] Goel, Rakesh K. and Chopra, Anil K., Evaluation of modal and FEMA
pushover analyses: SAC buildings, Earthquake Spectra, Vol. 20, Pages
225-254, 2004.
[17] Pacific Earthquake Engineering Research Center, PEER Ground Motion
Database, April, 2015, http://ngawest2.berkeley.edu/.
[18] Gharakhanloo, Armin, Distributed and Concentrated Inelasticity Beam-
Column Elements used in Earthquake Engineering, 2014.
[19] Krawinkler, Helmut and Seneviratna, G.D.P.K., Pros and cons of
a pushover analysis of seismic performance evaluation, Engineering
structures, Vol. 20, Page 452-464, 1998, Elsevier.
[20] Elghazouli, Ahmed, ed., Seismic design of buildings to Eurocode 8,
CRC Press 2009.
[21] Applied Technology Council, FEMA-440 - Improvement of non-linear
static seismic analysis procedures, Redwood City, 2005.
[1] De Normalisation, Comit´e Europ´een, Eurocode 8: Design of structures
for earthquake resistance: Part 1: General rules, seismic actions and
rules for buildings, European Committee for Standardization, 2004.
[2] Cemalovic, Miran, Earthquake analysis og structures using non-linear
models, Masters thesis, Norwegian University of Science and Technology
(NTNU), Department of Structural Engineering, 2015
[3] Priestley, M.J.N. and Calvi, G.M. and Kowalsky, M.J., Direct
displacement-based seismic design of structures, 2007 NZSEE
Conference, 2007.
[4] Kappos, A.J., Evaluation of behaviour factors on the basis of ductility
and overstrength studies, Engineerning Structures, Volume 21, 1999.
[5] Asgarian, B. and Shokrgozar, H, Brbf response modification factor,
Journal of constructional steel research, Volume 65, no. 2, pp. 290-298,
2009.
[6] SeismoStruct, SeismoStruct is a FEM-program developed for the
analytical assessment of structures subjected to earthquake strong motion,
Seismosoft Ltd, Version 7.0.2, 2015.
[7] OpenSees, The Open System for Earthquake Engineering Simulation
(OpenSees) is a software framework for simulating the seismic response
of structural and geotechnical systems, Pacific Earthquake Engineering
Research Center, Version 2.4.5, 2013.
[8] Comit´e Europ´een de Normalisation, Eurocode 0: Basis of Structural
Design, European Committee for Standardization, 2008
[9] Comit´e Europ´een de Normalisation, Eurocode 2: Design of Concrete
Structures: Part 1: General Rules and Rules for Buildings, European
Committee for Standardization, 2010
[10] SHARE, European Seismic Hazard Map 2013, April, 2015,
http://www.share-eu.org/node/90.
[11] Robot, Robot Structural Analysis Professional is an BIM-integrated
FEM-software developed for the assessment of structural analysis and
memeber design, Autodesk, Inc., Version 2.4.5, 2013.
[12] Calabrese, Armando and Almeida, Jo˜ao Pacheco and Pinho, Rui,
Numerical issues in distributed inelasticity modeling of RC frame
elements for seismic analysis, Journal of Earthquake Engineering, Volume
14, 2010, Taylor & Francis.
[13] Cook, Robert D. and Malkus, David S. and Plesha Michael E. and
Witt, Robert J., Concepts and applications of finite element analysis, John
Wiley and Sons, INC., 4th edition, 2002.
[14] OpenSeesWiki, OpenSeesWiki is a Wiki creation. The goal is to provide
information about OpenSees. http://opensees.berkeley.edu/wiki/, 2015.
[15] Fajfar, Peter and Dol˘sek, Matja˘z, Pushover-based analysis in
performance-based seismic engineering - A view from Europe, Springer
Science+Business Media Dordrecht, 2014.
[16] Goel, Rakesh K. and Chopra, Anil K., Evaluation of modal and FEMA
pushover analyses: SAC buildings, Earthquake Spectra, Vol. 20, Pages
225-254, 2004.
[17] Pacific Earthquake Engineering Research Center, PEER Ground Motion
Database, April, 2015, http://ngawest2.berkeley.edu/.
[18] Gharakhanloo, Armin, Distributed and Concentrated Inelasticity Beam-
Column Elements used in Earthquake Engineering, 2014.
[19] Krawinkler, Helmut and Seneviratna, G.D.P.K., Pros and cons of
a pushover analysis of seismic performance evaluation, Engineering
structures, Vol. 20, Page 452-464, 1998, Elsevier.
[20] Elghazouli, Ahmed, ed., Seismic design of buildings to Eurocode 8,
CRC Press 2009.
[21] Applied Technology Council, FEMA-440 - Improvement of non-linear
static seismic analysis procedures, Redwood City, 2005.
@article{"International Journal of Earth, Energy and Environmental Sciences:72380", author = "Nina Øystad-Larsen and Miran Cemalovic and Amir M. Kaynia", title = "Investigation of Overstrength of Dual System by Non-Linear Static and Dynamic Analyses", abstract = "The nonlinear static and dynamic analysis procedures
presented in EN 1998-1 for the structural response of a RC wall-frame
building are assessed. The structure is designed according to the guidelines for
high ductility (DCH) in 1998-1. The finite element packages SeismoStruct and
OpenSees are utilized and evaluated. The structural response remains nearly
in the elastic range even though the building was designed for high ductility.
The overstrength is a result of oversized and heavily reinforced members,
with emphasis on the lower storey walls. Nonlinear response history analysis
in the software packages give virtually identical results for displacements.", keywords = "Behaviour factor, Dual system, OpenSEES, Overstrength,
SeismoStruct.", volume = "10", number = "2", pages = "228-11", }
