Viscous Damping in Seismic Design and Analysis

Priestley, M. J. N.; Grant, Damian

doi:10.1142/s1363246905002365

Cited by 205 publications

(109 citation statements)

References 7 publications

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“…With respect to the NTHA, in agreement with the computation of the CMS and response spectra from the selected records, viscous damping ratio was assumed as 5% (x=0.05). A tangent stiffness proportional damping model has been adopted, which has been found superior to Rayleigh damping and initial stiffness proportional damping for SDOF systems [27]. In this section, the results are presented, for each ground motion record and each return period, in terms of the lateral displacement profiles or rotations at the base of the piers, estimated with: (i) the four GPA versions; (ii) the alternative nonlinear static procedure (CSM); and (iii) nonlinear time history analysis.…”

Section: Resultsmentioning

confidence: 99%

Seismic Response of Rc Bridges Using Generalised Force Vectors

Perdomo¹,

Monteiro²,

Sucuoğlu³

2017

Proceedings of the 6th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering (COM

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Section: Resultsmentioning

confidence: 99%

Seismic Response of Rc Bridges Using Generalised Force Vectors

Perdomo¹,

Monteiro²,

Sucuoğlu³

2017

Proceedings of the 6th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering (COM

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“…Displacement-dependent dampers, which have been investigated for earthquake mitigation [16,34], are mem-dashpots. A general form is:…”

Section: Appendix 1 For Sectmentioning

confidence: 99%

Dual input–output pairs for modeling hysteresis inspired by mem-models

et al. 2017

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“…Similarly, according to [12,14,15,16,18,39,40,42], the Tstub bolted joint mechanical idealization was assumed to reproduce the hysteresis behavior, as a partially restrained connection. Accordingly to the Grant and Priestley paradigm [41], when considering the tangent stiffness-proportional Rayleigh damping, the stiffness-proportional matrix multiplying coefficient used to perform nonlinear dynamic analyses was correlated to the damping ratio associated to the fundamental period of the structure [38,41,42,43]. …”

Section: Fibre-based Modelling Approach For Mrf Structurementioning

confidence: 99%

Dissipating Effect of Glazed Curtain Wall Stick System Installed on High-Rise Mega-Braced Frame-Core Buildings Under Nonlinear Seismic Excitation

Casagrande¹,

Bonati²,

Auricchio³

et al. 2017

Proceedings of the 6th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering (COM

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Abstract. The results derived from the investigation on the dynamic behavior of glazed curtain wall non-structural stick systems installed in modern high-rise mega-frame prototypes is herein summarized. The supporting steel structures, designed in accordance with European rules, consisted of planar frames extracted from reference three-dimensional steel Moment Resisting Frame (MRF), respectively having thirty-and sixty-storey height. To limit interstorey drift and second order effects, outriggers trusses were placed every fifteen stories, whilst a CBF system was chosen as internal core. The characterization of non-structural façade elements was performed through experimental full-scale crescendo-tests on aluminium/glass curtain wall units. Deriving experimental force-displacement curves, it was possible to calibrate threedimensional inelastic FE models, capable to simulate the interaction between glass panels and aluminium frame. Subsequently, equivalent nonlinear links were calibrated to reproduce the dynamic behaviour of tested glazed unit, and implemented in the thirty-and sixty-storey structural planar frames FE models. Nonlinear time history analyses (NLTHAs) were performed to quantify local and global performance, investigating the enhanced combination of stiffness and strength generated through the implementation of glazed curtain wall on the numerical FE models. Results will be shown in terms of inter-storey drift profiles and displacement peaks, axial force curves and percentage peak variation, showing the sensitivity to the structure height. Trends were discussed to show that, if accurately designed, omitting non-structural elements from the seismic assessment of high-rise prototypes conduct to a sensible underestimation of dynamic dissipation capacity of the building.

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Viscous Damping in Seismic Design and Analysis

Cited by 205 publications

References 7 publications

Seismic Response of Rc Bridges Using Generalised Force Vectors

Seismic Response of Rc Bridges Using Generalised Force Vectors

Dual input–output pairs for modeling hysteresis inspired by mem-models

Dissipating Effect of Glazed Curtain Wall Stick System Installed on High-Rise Mega-Braced Frame-Core Buildings Under Nonlinear Seismic Excitation

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