Seismic force demands on acceleration-sensitive nonstructural components: a state-of-the-art review

Wang, Tao; Shang, Qingxue; Li, Jichao

doi:10.1007/s11803-021-2004-0

Cited by 44 publications

(13 citation statements)

References 115 publications

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“…It is observed that the A s estimated from Equation (5) of present analysis provides a good estimate in the resonance region and slightly overestimates in the other regions (see Figure 10). The method of Sullivan et al [8] slightly overestimates in pre-resonance region but underestimates in the resonance region.…”

Section: Comparison Of the Proposed Frs With Existing Direct Methodsmentioning

confidence: 61%

“…It is also observed that the width of the spectral plateau with varying R and β can be well estimated from Equation ( 5). In general it can be concluded that the A s estimated from Equation (5) shows good accuracy when compared with NLRHA results.…”

Section: Verification Of Proposed Equation To Estimate Frsmentioning

confidence: 79%

“…The mean peak acceleration demand of the secondary structure A s obtained from Equation ( 5) and NLRHA are shown in Figures 7-9. The mean normalized peak acceleration demand of the secondary structure A s /A p obtained from Equation (5) and NLRHA are shown in Appendix A. For T p = 0.5 s, 1.0 s, the A s estimated from Equation (5) slightly underestimates the peak acceleration demand of the secondary structure in the resonance region but is mostly conservative in the other regions.…”

Section: Verification Of Proposed Equation To Estimate Frsmentioning

confidence: 99%

“…The adoption of seismic design has greatly reduced the damage to the structural elements of buildings. However, damage to secondary structural elements and non-structural components (NSCs) can lead to huge economic losses, due to associated loss of functionality of important facilities and business downtime after a major earthquake (see for eg., EERI [1], Villaverde [2], Dhakal et al [3], Devin and Fanning [4], Wang et al [5]). Although existing building codes such as Eurocode 8 [6] and ASCE 7-16 [7] provide expressions to determine the acceleration demand for the estimation of seismic design force for acceleration-sensitive NSCs, several studies have shown that the peak floor acceleration and floor response spectra (FRS) estimated from such codes are not accurate (see for e.g., Sullivan et al [8], Vukobratovic and Fajfar [9], Aragaw and Calvi [10], Kazantzi et al [11], Vukobratovic et al [12]).…”

Section: Introductionmentioning

confidence: 99%

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Estimation of Floor Response Spectra for Self-Centering Structural Systems with Flag-Shaped Hysteretic Behavior

et al. 2022

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Spectral floor-acceleration demands are necessary for the seismic design of acceleration-sensitive non-structural components (NSCs). Existing studies to estimate floor response spectra (FRS) using empirical equations are based on elasto-plastic and stiffness degrading hysteretic behavior of the primary structure. In the present study, the FRS for self-centering (SC) structural systems with flag-shaped hysteretic behavior under far-fault ground motions are investigated. The FRS and dynamic amplification factor (DAF) are obtained from nonlinear response history analysis (NLRHA) of SC structural systems with flag-shaped hysteretic behavior. An equation to estimate the FRS is proposed and verified by carrying out NLRHA using a different set of far-fault ground motions. The equation to estimate FRS is shown to predict floor acceleration demands with very good accuracy.

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Section: Comparison Of the Proposed Frs With Existing Direct Methodsmentioning

confidence: 61%

Section: Verification Of Proposed Equation To Estimate Frsmentioning

confidence: 79%

Section: Verification Of Proposed Equation To Estimate Frsmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

See 2 more Smart Citations

Estimation of Floor Response Spectra for Self-Centering Structural Systems with Flag-Shaped Hysteretic Behavior

et al. 2022

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“…e results indicated that the magnitude of this factor was generally underestimated in ASCE 7-16 [6], which was confirmed in the shaking table tests [43][44][45]. Wang et al [46] summarized the force demands of the NCs regarding the floor response spectra [47]. In the seismic design of various NCs, FAA is a critical parameter [48,49].…”

Section: Introductionmentioning

confidence: 95%

Evaluation of the Floor Acceleration Amplification Demand of Instrumented Buildings

Huang

Liu

2021

Advances in Civil Engineering

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The floor acceleration amplification (FAA) factor is one of the most critical parameters in computing the equivalent seismic force of nonstructural component (NC). To evaluate the heightwise FAA distribution profile, the recorded acceleration response of the instrumented buildings was analyzed using the California Strong Motion Instrumentation Program (CSMIP) database. The FAA demands for three groups of buildings consisting of reinforced concrete, steel, and masonry buildings were analyzed. In each group, the buildings were classified into four subgroups according to their heights. Parabolic distribution profiles were suggested that could envelop most of the FAA data, as demonstrated by the processed results. An earthquake experience-based importance factor was suggested in terms of the percentage of the enveloped records. The obtained FAAs at the roof were generally larger than those in other levels. The percentile distributions of the roof acceleration amplification (RAA) were computed. The results showed that the roof FAA was underestimated in ASCE 7-16. The magnitudes of the FAA and the RAA correlated to the fundamental period of the building, which was considered by classifying the buildings according to the period ranges. The RAA profile against the period was obtained from a regression analysis. The developed FAA profile is expected to be useful in the seismic design of NCs, and it is expected to be adopted in future code provisions.

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Floor spectra for bare and infilled reinforced concrete frames designed according to Eurocodes

Domenico

Ricci

Verderame

2021

Earthq Engng Struct Dyn

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In this study, nonlinear time‐history analyses are performed to assess the floor response spectra of bare and infilled reinforced concrete framed buildings with different number of stories and designed according to Eurocode provisions for different intensity levels of the seismic action. Infill walls are modeled by neglecting and by accounting for the effects of their out‐of‐plane response and of the in‐plane/out‐of‐plane interaction. To this aim, a recent out‐of‐plane response model is updated and improved. The results of the numerical analyses are compared in order to assess, first, the different floor spectra obtained for bare and infilled buildings and, second, the effect of the in‐plane/out‐of‐plane interaction on the results obtained for infilled buildings. The main parameters influencing the shape and the amplitude of floor response spectra are investigated, namely higher vibration modes, structural nonlinearity, and damping of the secondary element. This is also performed with the support of the discussion and application of current code and literature formulations. Based on the results of the numerical analyses, a simplified code‐oriented formulation for the assessment of floor response spectra in bare and infilled reinforced concrete framed structures is proposed. The proposed formulation may be a useful tool for the seismic assessment and safety check of acceleration‐sensitive nonstructural components.

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Seismic force demands on acceleration-sensitive nonstructural components: a state-of-the-art review

Cited by 44 publications

References 115 publications

Estimation of Floor Response Spectra for Self-Centering Structural Systems with Flag-Shaped Hysteretic Behavior

Estimation of Floor Response Spectra for Self-Centering Structural Systems with Flag-Shaped Hysteretic Behavior

Evaluation of the Floor Acceleration Amplification Demand of Instrumented Buildings

Floor spectra for bare and infilled reinforced concrete frames designed according to Eurocodes

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