Effect of Nonlinearity of Frame Buildings on Peak Horizontal Floor Acceleration

Ray-Chaudhuri, Samit; Hutchinson, Tara C.

doi:10.1080/13632461003668046

Cited by 65 publications

(42 citation statements)

References 13 publications

Supporting

Mentioning

Contrasting

Order By: Relevance

“…It is worth noting that these periods were calculated assuming a linear time invariant system and that the mode shapes of the BI and FB building are completely different due to the influence of the building isolation system. These effects have been previously identified through numerical simulations (e.g., Rodriguez et al 2002, Ray Chaudhuri and Villaverde 2008, Ray Chaudhuri and Hutchinson 2011. It is noted that the variation between the PRA measured at the four corners during each motion was very small, with a coefficient of variation less than 5%.…”

Section: Building Responsesupporting

confidence: 54%

Experimental Evaluation of the Seismic Response of a Rooftop-Mounted Cooling Tower

Astroza

Pantoli

Selva³

et al. 2015

Earthquake Spectra

Self Cite

View full text Add to dashboard Cite

This paper examines the seismic response of a cooling tower supported on four isolation/restraint (I/R) mounts. The tower was mounted on the roof of a fivestory reinforced concrete building built at full-scale and tested on the large outdoor unidirectional shake table at the University of California, San Diego. The building was tested in two phases: (1) base-isolated and (2) fixed-base. In each phase, the building was subjected to six earthquake input ground motions reproduced by the shake table. In this paper, the measured response of the cooling tower and its supporting system are analyzed and compared to current code provisions.

show abstract

Section: Building Responsesupporting

confidence: 54%

Experimental Evaluation of the Seismic Response of a Rooftop-Mounted Cooling Tower

Astroza

Pantoli

Selva³

et al. 2015

Earthquake Spectra

Self Cite

View full text Add to dashboard Cite

show abstract

“…Through the analysis of these three stripes, the variation of the PSDM properties with the nonlinearity level of the structural response is evaluated. Studies have shown, in fact, that FRS significantly change both in amplitude and shape when the structure gets into the nonlinear range (e.g., ).…”

Section: Illustrative Examplementioning

confidence: 99%

Probabilistic seismic demand model for nonstructural components

Lucchini

Franchin

Mollaioli

2015

Earthq Engng Struct Dyn

View full text Add to dashboard Cite

Past earthquakes have shown the importance for critical facilities to remain functional during seismic events. In the performance assessment of these facilities, it is therefore essential to accurately evaluate the seismic demand of nonstructural components. Evaluation of these components is also important when estimation of nonstructural repair costs is a concern. In this paper, the use of a multivariate demand model for nonstructural components is proposed, in which demand is expressed in terms of both interstory drifts and floor acceleration spectra. A model is built using statistics of the demand vector derived from the results of a limited number of inelastic response history analyses of a structure. The model is then used to simulate any number of additional realizations of the demand vector required for an accurate estimation of the probability of functionality loss. A new proposal for a predictive equation to generate approximate realizations of floor response spectra is presented. A reinforced concrete frame is selected as an illustrative example to show the implementation of the probabilistic seismic demand model and to evaluate the proposed predictive equation for the floor response spectra. The results of the case study are used to demonstrate the importance of accounting for the correlation among the demand parameters when realizations of the seismic demand of nonstructural components are simulated. © 2016 John Wiley & Sons, Ltd

show abstract

“…Among them are [18][19][20] and [21], which are limited to elastic primary structures, whereas in [9,22,23] and [24], methods have been developed, which are also applicable to inelastic structures. Among them are [18][19][20] and [21], which are limited to elastic primary structures, whereas in [9,22,23] and [24], methods have been developed, which are also applicable to inelastic structures.…”

Section: Introductionmentioning

confidence: 99%

A method for the direct estimation of floor acceleration spectra for elastic and inelastic MDOF structures

Vukobratović

Fajfar

2016

Earthq Engng Struct Dyn

View full text Add to dashboard Cite

Summary This paper deals with floor acceleration spectra, which are used for the seismic design and assessment of acceleration‐sensitive equipment installed in buildings. In design codes and in practice, not enough attention has been paid to the seismic resistance of such equipment. An ‘accurate’ determination of floor spectra requires a complex and quite demanding dynamic response history analysis. The purpose of the study presented in this paper is the development of a direct method for the determination of floor acceleration spectra, which enables their generation directly from the design spectrum of the structure, by taking into account the structure's dynamic properties. The method is also applicable to inelastic structures, which can greatly improve the economic aspects of equipment design. A parametric study of floor acceleration spectra for elastic and inelastic single‐degree‐of‐freedom (SDOF) and multiple‐degree‐of‐freedom structures was conducted by using (non)linear response history analysis. The equipment was modelled as an elastic single‐degree‐of‐freedom system. The proposed method was validated by comparing the results obtained with the more accurate results obtained in a parametric study. Due to its simplicity, the method is an appropriate tool for practice. In the case of inelastic structural behaviour, the method should be used in combination with the N2 method, or another appropriate method for simplified nonlinear structural analysis. Copyright © 2016 John Wiley & Sons, Ltd.

show abstract

Effect of Nonlinearity of Frame Buildings on Peak Horizontal Floor Acceleration

Cited by 65 publications

References 13 publications

Experimental Evaluation of the Seismic Response of a Rooftop-Mounted Cooling Tower

Experimental Evaluation of the Seismic Response of a Rooftop-Mounted Cooling Tower

Probabilistic seismic demand model for nonstructural components

A method for the direct estimation of floor acceleration spectra for elastic and inelastic MDOF structures

Contact Info

Product

Resources

About