Seismic response of high-rise steel framed buildings with Chevron-braced designed according to Venezuelan codes
Affiliation(s)
Structural Engineering Department, School of Civil Engineering, Lisandro Alvarado University. Barquisimeto, Venezuela. Senior Technical School of Roads, Canals and Ports Engineers of Barcelona, Technical University of Catalonia. Barcelona, Spain.
Structural Engineering Department, School of Civil Engineering, Lisandro Alvarado University. Barquisimeto, Venezuela. Senior Technical School of Roads, Canals and Ports Engineers of Barcelona, Technical University of Catalonia. Barcelona, Spain.
ABSTRACT
The object of this study is to determine the seismic response of regular high-rise steel buildings with chevron-braced frames. Mechanics models of three buildings of 14, 18 and 20 stories are studied, all of them with similar geometric characteristics in plant and elevation. These models are realized using prescriptions and parameters from venezuelan design codes. The seismic action is carry on through varius synthetic design spectrum compatible accelerograms defined by the seismic codes in this study, with three levels of intensity corresponding to three specific Limit States. Dynamic analysis is used to compute parameters of ductility, over strength and maximum displacements. From these results it can be concluded that chevron-braced frames presented a good overall performance and non V-braced frames show greater damage due to dynamic actions, validating non linear dynamic analysis as a very powerful tool to seismic-resistance design and chevron-braced frames as a very useful choice in improving the response of tall steel structures. since this lateral bracing system is absent from Venezuelan seismic codes.
The object of this study is to determine the seismic response of regular high-rise steel buildings with chevron-braced frames. Mechanics models of three buildings of 14, 18 and 20 stories are studied, all of them with similar geometric characteristics in plant and elevation. These models are realized using prescriptions and parameters from venezuelan design codes. The seismic action is carry on through varius synthetic design spectrum compatible accelerograms defined by the seismic codes in this study, with three levels of intensity corresponding to three specific Limit States. Dynamic analysis is used to compute parameters of ductility, over strength and maximum displacements. From these results it can be concluded that chevron-braced frames presented a good overall performance and non V-braced frames show greater damage due to dynamic actions, validating non linear dynamic analysis as a very powerful tool to seismic-resistance design and chevron-braced frames as a very useful choice in improving the response of tall steel structures. since this lateral bracing system is absent from Venezuelan seismic codes.
KEYWORDS
Framed Steel Buildings; Chevron Braced Frames; Non Linear Analysis; Over Strength; Seismic Response
Framed Steel Buildings; Chevron Braced Frames; Non Linear Analysis; Over Strength; Seismic Response
Cite this paper
Ugel, R. , Vielma, J. , Herrera, R. , Perez, S. and Barbat, A. (2012) Seismic response of high-rise steel framed buildings with Chevron-braced designed according to Venezuelan codes. Natural Science, 4, 694-698. doi: 10.4236/ns.2012.428091.
Ugel, R. , Vielma, J. , Herrera, R. , Perez, S. and Barbat, A. (2012) Seismic response of high-rise steel framed buildings with Chevron-braced designed according to Venezuelan codes. Natural Science, 4, 694-698. doi: 10.4236/ns.2012.428091.
References
[1] Longo, A., Montuori, R. and Piluso, V. (2009). Seismic reliability of V-braced frames: Influence of design methodologies. Journal of Earthquake Engineering, 12, 1246-1266. doi:10.1080/13632460802211867 [2] Alonso, J. (2007). Seismic vulnerability of buildings. Fondo Editorial Sidetur, Caracas. [3] COVENIN (2001) Earthquake resistant design code 1756:01. Ministerio de Fomento, Caracas. [4] COVENIN (1988) Minimum actions and criteria for buildings projects code 2002:88. Ministerio de Fomento, Caracas. [5] COVENIN (1998) Steel structures for buildings. Limit States method 1618:98. Ministerio de Fomento, Caracas. [6] Song, J. and Ellingswood, B.R. (2009) Seismic reliability of special moment steel frames with welded connections: I. Journal of Structural Engineering, 125, 18266. [7] Vielma, J.C., Barbat, A.H. and Oller, S. (2009). Nonlinear structural analysis. Application to evaluating the seismic safety. Nova Science Publishers. New York. [8] Dolsek, M. (2008) Incremental dynamic analysis with consideration of modeling uncertainties. Earthquake Engineering & Structural Dynamics, 38, 805-825. doi:10.1002/eqe.869 [9] Vielma, J.C., Barbat, A.H. and Oller, S. (2001) Framed structures earthquake resistant project. International Center for Numerical Methods in Engineering Monograph, Earthquake Engineering Mongraphs, Barcelona. [10] Elnashai, A., Papanicolau, V. and Lee, DH. (2011). Zeus NL—A system for inelastic analysis of structures: User manual. Mid-America Earthquake Center (MAE), Urbana. [11] UCLA-CIMNE (2009) Compatible accelerograms with elastic design spectrums generation programm (PACED). International Center for Numerical Methods in Engineering, Venezuela. [12] Elnashai, A. and Di Sarno, L. (2008). Fundamentals of earthquake engineering. John Wiley and Sons, Chichester. doi:10.1002/9780470024867 [13] Bermúdez, C.A. (2010). Seismic vulnerability of steel buildings. Ph.D. Thesis, Universidad Politécnica de Catalunya, Barcelona. [14] Li, G.-G. and Li, J.-J. (2007). Advanced analysis and design of steel frames: First review. John Wiley & Sons Ltd, London.
[1] Longo, A., Montuori, R. and Piluso, V. (2009). Seismic reliability of V-braced frames: Influence of design methodologies. Journal of Earthquake Engineering, 12, 1246-1266. doi:10.1080/13632460802211867 [2] Alonso, J. (2007). Seismic vulnerability of buildings. Fondo Editorial Sidetur, Caracas. [3] COVENIN (2001) Earthquake resistant design code 1756:01. Ministerio de Fomento, Caracas. [4] COVENIN (1988) Minimum actions and criteria for buildings projects code 2002:88. Ministerio de Fomento, Caracas. [5] COVENIN (1998) Steel structures for buildings. Limit States method 1618:98. Ministerio de Fomento, Caracas. [6] Song, J. and Ellingswood, B.R. (2009) Seismic reliability of special moment steel frames with welded connections: I. Journal of Structural Engineering, 125, 18266. [7] Vielma, J.C., Barbat, A.H. and Oller, S. (2009). Nonlinear structural analysis. Application to evaluating the seismic safety. Nova Science Publishers. New York. [8] Dolsek, M. (2008) Incremental dynamic analysis with consideration of modeling uncertainties. Earthquake Engineering & Structural Dynamics, 38, 805-825. doi:10.1002/eqe.869 [9] Vielma, J.C., Barbat, A.H. and Oller, S. (2001) Framed structures earthquake resistant project. International Center for Numerical Methods in Engineering Monograph, Earthquake Engineering Mongraphs, Barcelona. [10] Elnashai, A., Papanicolau, V. and Lee, DH. (2011). Zeus NL—A system for inelastic analysis of structures: User manual. Mid-America Earthquake Center (MAE), Urbana. [11] UCLA-CIMNE (2009) Compatible accelerograms with elastic design spectrums generation programm (PACED). International Center for Numerical Methods in Engineering, Venezuela. [12] Elnashai, A. and Di Sarno, L. (2008). Fundamentals of earthquake engineering. John Wiley and Sons, Chichester. doi:10.1002/9780470024867 [13] Bermúdez, C.A. (2010). Seismic vulnerability of steel buildings. Ph.D. Thesis, Universidad Politécnica de Catalunya, Barcelona. [14] Li, G.-G. and Li, J.-J. (2007). Advanced analysis and design of steel frames: First review. John Wiley & Sons Ltd, London.