Floor Response Spectra for Moderately Heavy Nonstructural Elements Attached to Ductile Frame Structures

Adam, Christoph; Furtmüller, Thomas; Moschen, Lukas

doi:10.1007/978-94-007-6573-3_4

Cited by 21 publications

(15 citation statements)

References 7 publications

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“…Since the third and the sixth terms of Eq. (37) do not significantly contribute to the first cross-spectral moment, these terms are not considered in λ (1) 1,i j . The functionals ψ 1,mn ,ψ 1,mn and D 2 are listed in [12,13].…”

Section: First-order Approximation Of Cross-spectral Momentsmentioning

confidence: 99%

“…The correlation coefficients and peak factors based on these first-order approximations of the cross-spectral moments are referred to as ρ (1) i, j , ρ (1) i,g , p (1) k and p (1) i . Substituting the latter quantities into Eq.…”

Section: First-order Approximation Of Cross-spectral Momentsmentioning

confidence: 99%

“…(36) can be used to estimate the correlation coefficients. Accordingly, λ 0,i j , respectively, λ (1) 0,i j degenerates to…”

Section: Hybrid Approximation Of Cross-spectral Momentsmentioning

confidence: 99%

“…4. Figure 3a, b provides graphical representations of the correlation coefficients ρ i, j ≡ ρ 0,i, j and their approximations, ρ (1) i, j ≡ ρ (1) 0,i, j and ρ (1 ) i, j ≡ ρ (1 ) 0,i, j , to the filtered white noise input according to the KT-PSD model. The thick solid line represents the closed-form solution, and the approximations are indicated by dashed (first-order approximation) and dotted (hybrid-type approximation) lines.…”

Section: Assessment Of the Approximations Of The Cross-spectral Momentsmentioning

confidence: 99%

“…Various research efforts have been made to provide simplified but accurate means of estimating floor response spectra both for elastic and for inelastic load-bearing structures, such as [1,22,29].…”

Section: Introductionmentioning

confidence: 99%

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Peak floor acceleration demand prediction based on response spectrum analysis of various sophistication

Moschen

Adam

2016

Acta Mech

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This paper addresses the prediction of the median peak floor total acceleration (PFA) demand in spatial elastic structures subjected to seismic excitation. The prediction is based on various response spectrum methods of different degrees of sophistication. Beginning with a recently presented complete-quadraticcombination (CQC) rule for PFA demands, several approximations and simplifications concerning the correlation between modal contributions, peak factors, and cross-spectral moments are discussed, leading to the proposed modified modal combination rules. On several earthquake-excited multi-story spatial generic frame structures, the accuracy of the considered rules is assessed. The outcomes of response history analysis serves as benchmark solution. The results show that the modified CQC rules are simple in practical application and lead to reliable estimations of the median PFA demand of spatial structures with negligible loss of accuracy if peak factors are considered.

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Section: First-order Approximation Of Cross-spectral Momentsmentioning

confidence: 99%

Section: First-order Approximation Of Cross-spectral Momentsmentioning

confidence: 99%

“…(36) can be used to estimate the correlation coefficients. Accordingly, λ 0,i j , respectively, λ (1) 0,i j degenerates to…”

Section: Hybrid Approximation Of Cross-spectral Momentsmentioning

confidence: 99%

Section: Assessment Of the Approximations Of The Cross-spectral Momentsmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

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Peak floor acceleration demand prediction based on response spectrum analysis of various sophistication

Moschen

Adam

2016

Acta Mech

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Evaluation of ASCE 7 equations for designing acceleration‐sensitive nonstructural components using data from instrumented buildings

Anajafi

Medina

2017

Earthq Engng Struct Dyn

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Summary This study uses instrumented buildings and models of code‐based designed buildings to validate the results of previous studies that highlighted the need to revise the ASCE 7 Fp equation for designing nonstructural components (NSCs) through utilizing oversimplified linear and nonlinear models. The evaluation of floor response spectra of a large number of instrumented buildings illustrates that, unlike the ASCE 7 approach, the in‐structure and the component amplification factors are a function of the ratio of NSC period to the supporting building modal periods, the ground motion intensity, and the NSC location. It is also shown that the recorded ground motions at the base of instrumented buildings in most cases are significantly lower than design earthquake (DE) ground motions. Because ASCE 7 is meant to provide demands at a DE level, for a more reliable evaluation of the Fp equation, 2 representative archetype buildings are designed based on the ASCE 7‐16 seismic provisions and exposed to various ground motion intensity levels (including those consistent with the ones experienced by instrumented buildings and the DE). Simulation results of the archetype buildings, consistent with previous numerical studies, illustrate the tendency of the ASCE 7 in‐structure amplification factor, [1 + 2(z/h)], to significantly overestimate demands at all floor levels and the ASCE 7 limit of ap=212 to in many cases underestimate the calculated NSC amplification factors. Furthermore, the product of these 2 amplification factors (that represents the normalized peak NSC acceleration) in some cases exceeds the ASCE 7 equation by a factor up to 1.50.

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A method for the direct determination of approximate floor response spectra for SDOF inelastic structures

Vukobratović

Fajfar

2014

Bull Earthquake Eng

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Floor Response Spectra for Moderately Heavy Nonstructural Elements Attached to Ductile Frame Structures

Cited by 21 publications

References 7 publications

Peak floor acceleration demand prediction based on response spectrum analysis of various sophistication

Peak floor acceleration demand prediction based on response spectrum analysis of various sophistication

Evaluation of ASCE 7 equations for designing acceleration‐sensitive nonstructural components using data from instrumented buildings

A method for the direct determination of approximate floor response spectra for SDOF inelastic structures

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