Pros and cons of a pushover analysis of seismic performance evaluation

Krawinkler, Helmut; Seneviratna, G. D. P. K.

doi:10.1016/s0141-0296(97)00092-8

Cited by 611 publications

(301 citation statements)

References 4 publications

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“…When used for quantification purposes, the appropriate limitations should be observed. Additional discussion on the advantages, disadvantages and limitations of pushover analysis is available in, for instance Krawinkler and Seneviratna (1998), Fajfar (2000) and Krawinkler (2006).…”

Section: Nonlinear Static (Pushover) Analysismentioning

confidence: 99%

Analysis in seismic provisions for buildings: past, present and future

Fajfar

2017

Bull Earthquake Eng

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The analysis of structures is a fundamental part of seismic design and assessment. It began more than a 100 years ago, when static analysis with lateral loads of about 10% of the weight of the structure was adopted in seismic regulations. For a long time seismic loads of this size remained in the majority of seismic codes worldwide. In the course of time, more advanced analysis procedures were implemented, taking into account the dynamics and nonlinear response of structures. In the future methods with explicit probabilistic considerations may be adopted as an option. In this paper, the development of seismic provisions as related to analysis is summarized, the present state is discussed, and possible further developments are envisaged.

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Section: Nonlinear Static (Pushover) Analysismentioning

confidence: 99%

Analysis in seismic provisions for buildings: past, present and future

Fajfar

2017

Bull Earthquake Eng

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“…It is hard to predict in advance what load pattern will be the most appropriate, especially if one does not have a priori the dynamic analysis results to confirm that the dynamic and static deformed shapes match. Fully adaptive schemes may prove to be able to find the least-energy path to collapse, several candidates having been proposed at least by Gupta & Kunnath (2000) and Krawinkler & Seneviratna (1998), but none of the proposed schemes has been sufficiently tested and verified in the post-peak region, where good accuracy matters the most for all limit-states that lie close to global dynamic instability. A simpler, viable solution for regular structures involves using a pattern proportional to the SRSS of several mode shapes times the storey masses or a code-supplied pattern, at most up to the peak of the SPO (i.e.…”

Section: Defining the Spomentioning

confidence: 99%

Direct Estimation of Seismic Demand and Capacity of Multidegree-of-Freedom Systems through Incremental Dynamic Analysis of Single Degree of Freedom Approximation

2005

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Introducing a fast and accurate method to estimate the seismic demand and capacity of first-mode dominated multi-degree-of-freedom (MDOF) systems by approximating the Incremental Dynamic Analysis (IDA) through the Static Pushover (SPO) analysis. While the computer-intensive IDA would require several nonlinear dynamic analyses under multiple suitably-scaled ground motion records, the simpler SPO helps approximate the MDOF system with a single-degree-of-freedom (SDOF) oscillator whose backbone matches the structure's SPO curve far beyond its peak. Thanks to the empirical equations implemented in the SPO2IDA software, the summarized IDA curves of the resulting system are effortlessly generated, enabling an engineeruser to obtain accurate estimates of seismic demands and capacities for limit-states such as global dynamic instability. Using a nine-storey building as a case study, the methodology is favorably compared to the full IDA.

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“…Since pushover analyses present specific limitations and inadequacies in high-rise MRFs design, principally the deficiency in safely estimation of the higher-mode effects in recent adaptive modal combinations (AMC) solutions [9,10], nonlinear dynamic analyses have become the most attractive technique. Whereas different scale and peculiar responses of mechanical and physical idealizations are involved in façade-structure interaction, both detailed brick-and fiber-based FE models were assumed.…”

Section: Nonlinear Dynamic Analysesmentioning

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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Pros and cons of a pushover analysis of seismic performance evaluation

Cited by 611 publications

References 4 publications

Analysis in seismic provisions for buildings: past, present and future

Analysis in seismic provisions for buildings: past, present and future

Direct Estimation of Seismic Demand and Capacity of Multidegree-of-Freedom Systems through Incremental Dynamic Analysis of Single Degree of Freedom Approximation

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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