A probabilistic strong floor motion duration model for seismic performance assessment of non‐structural building elements

Rodriguez, Derek; Perrone, Daniele; Filiatrault, André; Brunesi, Emanuele

doi:10.1002/eqe.3550

Cited by 10 publications

(26 citation statements)

References 26 publications

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“…The first modification consists in using the approach proposed by Miranda et al 22 to compute the higher mode vibration periods and modal participations factors of the supporting structures. The second modification consists in using the method proposed by Rodriguez et al 23 to account for the nonlinear behaviour of the supporting structure in the estimation of the FRS without the need of using the capacity spectrum method (N2 method according to Eurocode 8 seismic provisions), as proposed by Merino et al 17…”

Section: Overviewmentioning

confidence: 99%

“…𝑆 𝐹𝐴,𝑚 = 𝑆 𝐹𝐴,𝑒 𝑓𝑜𝑟 𝑇 𝑁𝑆 ≥ 𝑇 1 + Δ𝑇 1 (23) where 𝑆 𝐹𝐴,𝑒 is the FRS of the elastic supporting structure, 𝑆 𝐹𝐴,𝑚 is the corrected FRS to account for the non-linear behaviour of the supporting structure and 𝑇 𝑁𝑆 is the non-structural period.…”

Section: Estimation Of Floor Response Spectra For Inelastic Supportin...mentioning

confidence: 99%

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Seismic demand on non‐structural elements for quantifying seismic performance factors

Rodriguez

Perrone

Filiatrault

2022

Earthq Engng Struct Dyn

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The quantification of non‐structural seismic performance factors is a crucial step to improve the seismic performance of non‐structural elements (NSEs). Non‐structural seismic performance factors currently included in modern seismic design provisions are mainly based on engineering judgment and have not been calibrated to meet specific performance objectives. This makes the seismic performance of NSEs designed according to force‐based procedures uncertain at best. Previous studies have proposed a general framework for the quantification of non‐structural seismic performance factors. However, due to the necessity of considering the supporting structure dynamic properties in the estimation of the seismic demand, the required computational overhead can make the process unfeasible in some cases depending on the target supporting structure population and the pursued performance objectives. This paper proposes a procedure to estimate the seismic demand on NSEs for the quantification of non‐structural seismic performance factors that drastically reduces the required computational overhead. The proposed procedure makes use of synthetic floor accelerograms to describe in terms of seismic demand an entire population of supporting structures and ground motion sets. The proposed procedure is validated against a complete multiple‐stripe non‐linear time history analysis by deriving and comparing fragility curves. The results of the validation demonstrate that the proposed procedure is able to derive fragility curves that closely match the ones generated by using a multiple‐stripe analyses with remarkable savings in computational time and output storage size.

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Section: Overviewmentioning

confidence: 99%

Section: Estimation Of Floor Response Spectra For Inelastic Supportin...mentioning

confidence: 99%

Seismic demand on non‐structural elements for quantifying seismic performance factors

Rodriguez

Perrone

Filiatrault

2022

Earthq Engng Struct Dyn

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“…Where, n * k is the normalized cumulative energy dissipation capacity of the virtual halfcycle, as given in Equation (2). The parameters A * E,k and B * E,k are calculated by Equation ( 3) and ( 4) respectively.…”

Section: Expression Of Damage Indexmentioning

confidence: 99%

“…Displacement-based and bearing-capacity-based seismic design methods can reflect the amplitude and frequency characteristics of earthquakes, but fail to consider the impact of earthquake duration on structures. [1][2][3][4] The energy-based seismic design method not only reflects the displacement deformation and bearing capacity, but also considers the cumulative energy dissipation damage caused by the earthquake duration, [5][6][7][8][9] which can fully reflect the impact of earthquake action on the structure.…”

Section: Introductionmentioning

confidence: 99%

Seismic design of rectangular/square columns in SDOF systems based on their damage performance

et al. 2022

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The quantitative relationship between the energy dissipation capacity of RC members and displacement deformation, cumulative energy dissipation and structural design parameters were established by the research group in the early stage, and then the damage index based on energy dissipation capacity and performance index limits were proposed. Based on the existing research, the seismic design method of RC square/rectangular column members for SDOF systems based on damage performance is proposed, and the method is introduced by an example. It is found that the seismic design method establishes a quantitative relationship between the structural design parameters and seismic parameters, which is convenient to guide the structural design. The increase in the ratio of transverse reinforcement can reduce the damage to RC column members, but when the ratio of transverse reinforcement exceeds a certain threshold value, the damage reduction effect is not obvious. The increase of the earthquake duration can aggravate the development of the damage to the RC column members, and the increasing effect is first fast and then slow. This seismic design method can make up for the deficiency that the duration effect is not considered in the current seismic code.

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“…Due to this filtering effect, the characteristics of floor acceleration motions (i.e., the induced motions at the base of the element) are markedly different from those of typical ground accelerations. The main parameters affecting the phenomenon are the characteristics of the ground motion (amplitude, frequency content and duration- Rodriguez et al 2021), the dynamic response of the primary structure, the lateral load resisting system, the floor level and the level of nonlinearity of both primary structure and nonstructural element Kazantzi et al 2020aKazantzi et al , 2020b. Moreover, many additional parameters, such as diaphragm flexibility, torsional responses and also uncertainties in the inelastic behavior, can further amplify the seismic demands on nonstructural elements Derakhshan et al 2020).…”

Section: Introductionmentioning

confidence: 99%

Validation of a practice-oriented floor spectra formulation through actual data from the 2016/2017 Central Italy earthquake

Abbati

Cattari

Lagomarsino

2022

Bull Earthquake Eng

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Analytical expressions for the floor spectra evaluation play a key role in the correct definition of the seismic input induced to non-structural elements or local mechanisms in existing buildings. They have to be able properly assessing the possible amplification phenomena, but also correctly describing the effects of nonlinearities due to structural damage. Due to the complexity of such phenomena, data on existing structures hit by earthquakes constitute a precious source for a better understanding of the topic and the validation of analytical expressions. In this framework, the paper aim is twofold. On one hand, it evaluates the entity of seismic amplification through experimental evidences from in-situ measurements on two existing monitored unreinforced structures. On the other hand, it presents the application on them of an analytical expression for the floor spectra already developed by the Authors. The case-studies are the former courthouse of Fabriano (Ancona, Italy) and the Pizzoli’s town hall (L’Aquila, Italy). They were both hit by the 2016/2017 earthquake in Central Italy and are permanently monitored by the Italian seismic monitoring system of the Italian Department of Civil Protection. With the aim of validating the above-mentioned expression, the paper shows the comparison between experimental and analytical floor spectra for various minor events and mainshocks of the Central Italy earthquake. Since the two case-studies exhibited different damage levels (from slight to moderate, respectively), the comparison allowed us to verify the reliability of the expression both in the pseudo-elastic and moderate nonlinear fields.

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A probabilistic strong floor motion duration model for seismic performance assessment of non‐structural building elements

Cited by 10 publications

References 26 publications

Seismic demand on non‐structural elements for quantifying seismic performance factors

Seismic demand on non‐structural elements for quantifying seismic performance factors

Seismic design of rectangular/square columns in SDOF systems based on their damage performance

Validation of a practice-oriented floor spectra formulation through actual data from the 2016/2017 Central Italy earthquake

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