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http://dx.doi.org/10.12989/eas.2015.8.5.1069

Seismic response of non-structural components attached to reinforced concrete structures with different eccentricity ratios  

Aldeka, Ayad B. (School of Civil Engineering, University of Birmingham)
Dirar, Samir (School of Civil Engineering, University of Birmingham)
Chan, Andrew H.C. (School of Science, Information Technology and Engineering (Ballarat), Federation University Australia)
Martinez-Vazquez, Pedro (School of Civil Engineering, University of Birmingham)
Publication Information
Earthquakes and Structures / v.8, no.5, 2015 , pp. 1069-1089 More about this Journal
Abstract
This paper presents average numerical results of 2128 nonlinear dynamic finite element (FE) analyses of lightweight acceleration-sensitive non-structural components (NSCs) attached to the floors of one-bay three-storey reinforced concrete (RC) primary structures (P-structures) with different eccentricity ratios. The investigated parameters include the NSC to P-structure vibration period ratio, peak ground acceleration, P-structure eccentricity ratio, and NSC damping ratio. Appropriate constitutive relationships were used to model the behaviour of the RC P-structures. The NSCs were modelled as vertical cantilevers fixed at their bases with masses on the free ends and varying lengths so as to match the vibration periods of the P-structures. Full dynamic interaction was considered between the NSCs and P-structures. A set of seven natural bi-directional ground motions were used to evaluate the seismic response of the NSCs. The numerical results show that the acceleration response of the NSCs depends on the investigated parameters. The accelerations of the NSCs attached to the flexible sides of the P-structures increased with the increase in peak ground acceleration and P-structure eccentricity ratio but decreased with the increase in NSC damping ratio. Comparison between the FE results and Eurocode 8 (EC8) predictions suggests that, under tuned conditions, EC8 provisions underestimate the seismic response of the NSCs mounted on the flexible sides of the plan-irregular RC P-structures.
Keywords
dynamic analysis; eccentricity ratio; Eurocode 8; finite element; irregular RC buildings; nonstructural components; torsion;
Citations & Related Records
Times Cited By KSCI : 1  (Citation Analysis)
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1 Agrawal, A.K. (1999), "Non-linear response of light equipment system in a torsional building to bi-directional ground excitation" , Shock Vib., 6(5), 223-236.   DOI
2 Agrawal, A.K. and Datta, T. (1999a), "Seismic behavior of a secondary system on a yielding torsionally coupled primary system", J. Seismol. Earthq. Eng., 2(1), 35-46.
3 Agrawal, A.K. and Datta, T. (1999b), "Seismic response of a secondary system attached to a torsionally coupled primary system under bi-directional ground motion", J. Earthq. Technol. ISET, 36(1), 27-42.
4 Aldeka, A.B., Chan, A.H.C. and Dirar, S. (2014), "Response of non-structural components mounted on irregular RC buildings: comparison between FE and EC8 predictions", Earthq. Struct., 6(4), 351-373.   DOI
5 Chandler, A. and Hutchinson, G. (1986), "Torsional coupling effects in the earthquake response of asymmetric buildings", Eng. Struct., 8(4), 222-236.   DOI
6 Chaudhuri, S.R. and Villaverde, R. (2008), "Effect of building nonlinearity on seismic response of nonstructural components: a parametric study", J. Struct. Eng., ASCE, 134(4), 661-670.   DOI
7 De la Llera, J.C. and Chopra, A.K. (1994a), "Evaluation of code accidental-torsion provisions from building records", J. Struct. Eng., ASCE, 120(2), 597-616.   DOI
8 De la Llera, J.C. and Chopra, A.K. (1994b), Accidental and natural torsion in earthquake response and design of buildings, Earthquake Engineering Research Center, University of California, Berkeley, USA.
9 EC1 (2002), EN 1991-1-1 Eurocode 1, Actions on structures, Part 1-1: General actions - Densities, selfweight, imposed loads for buildings, European Committee for Standardization, Brussels, Belgium.
10 EC2 (2004), EN 1992-1-1 Eurocode 2, Design of concrete structures, Part 1-1: General rules and rules for buildings, European Committee for Standardization, Brussels, Belgium.
11 EC8 (2004), EN 1998-1 Eurocode 8, Design of structures for earthquake resistance, Part 1: General rules, seismic actions and rules for buildings, European Committee for Standardization, Brussels, Belgium.
12 ESD European Strong motion Database, http://www.isesd.cv.ic.ac.uk/.
13 Fajfar, P., Marusic, D. and Perus, I. (2005), "Torsional effects in the pushover-based seismic analysis of buildings", J. Earthq. Eng., 9(6), 831-854.   DOI
14 Graves, H. and Morante, R. (2006), Recommendations for revision of seismic damping values in Regulatory Guide 1.61, U.S. Nuclear Regulatory Commission, Office of Nuclear Regulatory Research, Washington.
15 Hart, G.C., Lew, M. and DiJulio, R.M. (1975), "Torsional response of high-rise buildings", J. Struct. Div., 101(2), 397-416.
16 Mander, J., Priestley, M.N. and Park, R. (1988), "Theoretical stress-strain model for confined concrete", J. Struct. Eng., ASCE, 114(8), 1804-1826.   DOI
17 Iervolino, I., Maddaloni, G. and Cosenza, E. (2009), "A note on selection of time-histories for seismic analysis of bridges in Eurocode 8", J. Earthq. Eng., 13, 1125-1152.   DOI
18 Iervolino, I., Galasso, C. and Cosenza, E. (2010), "REXEL: computer aided record selection for code-based seismic structural analysis", Bull. Earthq. Eng., 8(2), 339-362.   DOI
19 Kreslin, M. and Fajfar, P. (2010), "Seismic evaluation of an existing complex RC building", Bull. Earthq. Eng., 8(2), 363-385.   DOI
20 Menegotto, M. and Pinto, P.E. (1973), "Method of analysis for cyclically loaded RC plane frames including changes in geometry and non-elastic behaviour of elements under combined normal force and bending", Symposium on the Resistance and Ultimate Deformability of Structures acted on by well defined loads, International Association for Bridge and Structural Engineering, Zurich, Switzerland.
21 MIDAS Gen (2012), Analysis manual, version 3.1, http://www.MidasUser.com/.
22 Mohammed, H.H., Ghobarah, A. and Aziz, T.S. (2008), "Seismic response of secondary systems supported by torsionally yielding structures", J. Earthq. Eng., 12(6), 932-952.   DOI
23 Oropeza, M., Favez, P. and Lestuzzi, P. (2010), "Seismic response of nonstructural components in case of nonlinear structures based on floor response spectra method", Bull. Earthq. Eng., 8(2), 387-400.   DOI
24 Paz, M. (1994), International handbook of earthquake engineering codes, programs, and examples, Springer.
25 Yang, Y.B. and Huang, W.H. (1993), "Seismic response of light equipment in torsional buildings", Earthq. Eng. Struct. Dyn., 22(2), 113-128.   DOI
26 Sackman, J.L. and Kelly, J.M. (1979), "Seismic analysis of internal equipment and components in structures", Eng. Struct., 1(4), 179-190.   DOI
27 Seismosoft (2009), SeismoMatch version 2.1, http://www.seismosoft.com/.
28 Stefano, D.M. and Pintucchi, B. (2010), "Predicting torsion-induced lateral displacements for pushover analysis: influence of torsional system characteristics", Earthq. Eng. Struct. Dyn., 39(12), 1369-1394.   DOI
29 Yang, Y.B. and Huang, W.H. (1998), "Equipment-structure interaction considering the effect of torsion and base isolation", Earthq. Eng. Struct. Dyn., 27(2), 155-171.   DOI