Floor Spectra of Inelastic RC Frame Buildings Considering Ground Motion Characteristics

Surana, Mitesh; Singh, Yogendra; Lang, Dominik H.

doi:10.1080/13632469.2016.1244134

Cited by 20 publications

(27 citation statements)

References 32 publications

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“…It is observed that, in general, for any given period of vibration of the NSC, the normalization of FRS with PGA results in a higher COV as compared with the normalization with GRS. This observation is consistent among all the investigated buildings and also found to be in agreement with the findings of an earlier study on regular RC frame buildings . The normalization of FRS with PFA leads to the lowest COV in the very short‐period range (ie, for rigid NSCs), while the COV significantly increases in the long‐period range.…”

Section: Resultssupporting

confidence: 92%

“…The ratio of the second mode period to the first mode period is close to 0.3, which is consistent with the findings of earlier studies on regular frame buildings, except for the case of the 2‐storey SF building (Table ), where the second mode is also the k th mode (Figure 3A) resulting in a significantly different period ratio and mass participation corresponding to the second mode of vibration, when compared with other building models investigated in this study. This observation can be attributed to the fact that the portion above the uppermost foundation level in case of the 2‐storey SF building is relatively rigid (as compared with the other taller buildings) and vibrates in tune with the building's portion below the uppermost foundation level.…”

Section: Numerical Studysupporting

confidence: 92%

“…It is reasonably highlighted in past studies that floor amplification is strongly dependent on the dynamic characteristics of the supporting structure and torsional response of the supporting structure leads to increased floor acceleration demands at the FE . Hill‐side buildings have signifcantly different structural configuration as compared with regular buildings located on plane topography, resulting in significantly different dynamic chracteristics while also exhibiting torsional effects in the across‐slope direction .…”

Section: Background Studiesmentioning

confidence: 96%

“…Past studies on the evaluation of floor acceleration demands can be broadly classified under the categories of studies based on both single‐degree‐of‐freedom and multiple‐degree‐of‐freedom modeling of the supporting structure. The parameters affecting the floor response, identified in these studies, include the dynamic characteristics (periods and mode shapes) of the supporting structure, the input seismic ground motion characteristics, and the inelasticity (ductility demand) of the supporting structure . Some of the recent studies on evaluation of the floor acceleration demands aimed at developing probabilistic models for considering the record‐to‐record variability of the floor response …”

Section: Background Studiesmentioning

confidence: 99%

“…Accordingly, in the present study, the floor response of hill‐side buildings is examined by using a series of linear time‐history analyses. It is well recognized that the level of inelasticity (ductility demand) on a building has a significant influence on the floor amplification; however, the present study is focused only on the effect of dynamic characteristics of the hill‐side buildings. The effect of ductility demand on floor amplification in hill‐side buildings is currently under investigation by the authors in a separate study.…”

Section: Background Studiesmentioning

confidence: 99%

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Effect of irregular structural configuration on floor acceleration demand in hill‐side buildings

Surana

Singh

Lang

2018

Earthq Engng Struct Dyn

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Summary A suite of reinforced‐concrete frame buildings located on hill sides, with 2 different structural configurations, viz step‐back and split‐foundation, are analyzed to study their floor response. Both step‐back and split‐foundation structural configurations lead to torsional effects in the direction across the slope due to the presence of shorter columns on the uphill side. Peak floor acceleration and floor response spectra are obtained at each storey's center of rigidity and at both its stiff and flexible edges. As reported in previous studies as well, it is observed that the floor response spectra are better correlated with the ground response spectrum. Therefore, the floor spectral amplification functions are obtained as the ratio of spectral ordinates at different floor levels to the one at the ground level. Peaks are observed in the spectral amplification functions corresponding to the first 2 modes in the upper portion of the hill‐side buildings, whereas a single peak corresponding to a specific kth mode of vibration is observed on the floors below the uppermost foundation level. Based on the numerical study for the step‐back and split‐foundation hill‐side buildings, simple floor spectral amplification functions are proposed and validated. The proposed spectral amplification functions take into account both the buildings' plan and elevation irregularities and can be used for seismic design of acceleration‐sensitive nonstructural components, given that the supporting structure's dynamic characteristics, torsional rotation, ground‐motion response spectrum, and location of the nonstructural components within the supporting structure are known, because current code models are actually not applicable to hill‐side buildings.

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Section: Resultssupporting

confidence: 92%

Section: Numerical Studysupporting

confidence: 92%