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

Vamvatsikos, Dimitrios; Cornell, C. Allin

doi:10.1061/(asce)0733-9445(2005)131:4(589)

Cited by 210 publications

(141 citation statements)

References 13 publications

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“…Several proposals are available in the literature for the determination of an approximate IDA curve starting from nonlinear static analysis, e.g. (Vamvatsikos and Cornell 2005;Dolsek and Fajfar 2005;Han and Chopra 2006). The latter, based on the modal pushover analysis (MPA) technique (Chopra and Goel 2002), has been chosen here due to its easy implementation with commercial analysis packages, since it uses invariant force patterns, and its applicability to general spatial geometries (Reyes and Chopra 2011).…”

Section: Methods B and Response Analysis Via Modal Pushovermentioning

confidence: 99%

Existing Buildings: The New Italian Provisions for Probabilistic Seismic Assessment

Pinto

Franchin

2014

Geotechnical, Geological and Earthquake Engineering

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In Europe, the reference document for the seismic assessment of buildings is the Eurocode 8-Part3, whose first draft goes back to 1996 and, for what concerns its safety format, has strong similarities with FEMA 276. Extended use of this document, especially in Italy after the 2009 L'Aquila earthquake has shown its inadequacy to provide consistent and univocal results. This situation has motivated the National Research Council of Italy to produce a document of a level higher than the one in force, characterized by a fully probabilistic structure allowing to account for all types of uncertainties and providing measures of performance in terms of mean rates of exceedance for a selected number of Limit States (LS). The document, which covers both reinforced concrete and masonry buildings, offers three alternative approaches to risk assessment, all of them belonging to the present consolidated state of knowledge in the area. These approaches include, in decreasing order of accuracy: (a) Incremental dynamic analysis on the complete structural model, (b) Incremental dynamic analysis on equivalent SDOF oscillator(s), (c) Non-linear static analysis. In all three approaches relevant uncertainties are distinguished in two classes: those amenable of description as continuous random variables and those requiring the setup of different structural models. The first ones are taken into account by sampling a number of realizations from their respective distributions and by associating each realization with one of the records used for evaluating the structural response, the latter by having recourse to a logic tree. Exceedance of each of the three considered Limit States: Light or Severe damage and Collapse, is signaled by a scalar indicator Y, expressing the global state of the structure as a function of that of its members, taking a value of one when the Limit State is reached. For the first two LS's, which relate to functionality and to economic considerations, the formulation of Y is such as to leave to the owner the choice of the acceptable level of damage, while for the Collapse LS the formulation is obviously unique. An application to a real school building completes the paper. PreambleIn spite of the availability (officially since 2005, but with preliminary versions since 1996) of Eurocode 8 Part3 (EC8/3) dealing with seismic assessment and retrofitting of buildings, the relevance for Italy of a document of this type had escaped the attention of both the authorities and the profession until a small earthquake occurred in 2002 caused the complete collapse of a school and the death of all the young students inside. This fact produced a national scandal and the awakening in the general public of the consciousness of the seismic risk potentially affecting all types of constructions, the old as well as the recent ones.The situation prompted the Department of Civil Protection to take action in two directions: preparing a technical document dealing with the analytical seismic assessment of buildings, and emanating an or...

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Section: Methods B and Response Analysis Via Modal Pushovermentioning

confidence: 99%

Existing Buildings: The New Italian Provisions for Probabilistic Seismic Assessment

Pinto

Franchin

2014

Geotechnical, Geological and Earthquake Engineering

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“…2). These conversions entail passage from nondimensional coordinates R -μ to spectral acceleration -roof drift format, the possibility of adding the response variability at the nominal yield point that the MDOF system experiences due to the effect of higher modes (but is lost on its SDOF counterpart, [13]) and possibly a roof drift to inter-storey drift conversion, since the latter is oftentimes better suited for the definition of limit-state thresholds.…”

Section: Sdof To Mdof Conversion Of the Fractile Ida Curvesmentioning

confidence: 99%

“…It can be observed that the adherence of the approximate SPO2FRAG result to its analytical counterpart is equally good for both cases of RDR and IDR, where the 50% and 84% fractile IDAs are concerned, but less so for the 16% curve. One of the reasons behind this is the fact that the shape of the SPO employed in this example (first-mode proportional lateral load profile) was able to capture one of the more unfavorable failure mechanisms (see also [13]). A comparison between the fragility functions resulting as SPO2FRAG output and those calculated by means of IDA can be found in Fig.…”

Section: Spo2frag Vs Idamentioning

confidence: 99%

Spo2frag V1.0: Software for Pushover-Based Derivation of Seismic Fragility Curves

Iervolino¹,

Baltzopoulos²,

Vamvatsikos³

et al. 2016

Proceedings of the VII European Congress on Computational Methods in Applied Sciences and Engineering (ECCOMAS Congress 2016)

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“…Several researchers evaluated the collapse capacity of structures by use of simplified SDOF models, because of their efficacy in terms of calculation time. Certainly, the results can be extended to the Multi-Degree-of-Freedom (MDOF) structures [17,18]. The P-Δ effects are moments that are created in the structure by gravity loads due to displacement by the lateral force.…”

Section: Introductionmentioning

confidence: 99%

Collapse Capacity Prediction of Sdof Systems Equipped With Fluid Viscous Dampers

Gharyanpoor¹,

Mohebi²,

Yakhchalian³

2017

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

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There are various types of passive energy dissipation systems that are used in the seismic design of new structures and the seismic rehabilitation of existing structures. One of the most important kinds of passive energy dissipation systems, which reduce both displacements and accelerations simultaneously, are fluid viscous dampers (FVDs). Using FVDs can reduce the seismic response and improve the performance of structures during earthquake excitations and has a significant effect on the damping of structure. In this paper, Single-Degree-of-Freedom (SDOF) systems with different periods and ductility values, equipped with FVDs, are considered. In order to evaluate the collapse capacity of structures with higher precision, P-Δ effects and strength degradation are taken into account in modeling. Incremental dynamic analysis (IDA) is applied to obtain the collapse capacity of the SDOF systems under far-field ground motion records, and finally the results are investigated. It should be mentioned that the results of this study can be extended to Multi-Degree-of-Freedom (MDOF) structures.

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

Cited by 210 publications

References 13 publications

Existing Buildings: The New Italian Provisions for Probabilistic Seismic Assessment

Existing Buildings: The New Italian Provisions for Probabilistic Seismic Assessment

Spo2frag V1.0: Software for Pushover-Based Derivation of Seismic Fragility Curves

Collapse Capacity Prediction of Sdof Systems Equipped With Fluid Viscous Dampers

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