Seismic performance assessment of reinforced concrete hilly buildings with open story

Aggarwal, Yati; Saha, Sandip Kumar

doi:10.1016/j.istruc.2021.07.069

Cited by 30 publications

(14 citation statements)

References 17 publications

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“…Only a few studies are available on seismic fragility for buildings located on slopes. Most of the past studies have considered only the effect of the irregular configurations of the hill-side buildings, ignoring slope-building interaction (SBI), 26,[29][30][31][32][33][34][35] whereas others [36][37][38][39] have considered the topographic effect and nonlinear slope movement but have ignored the effect of irregular structural configuration. Fotopoulou, Pitilakis 36 used a two-step uncoupled approach to assess the vulnerability of low-rise (single storey, single bay) reinforced concrete (RC) frame buildings supported on isolated and continuous slab foundation.…”

Section: Noveltymentioning

confidence: 99%

Seismic fragility analysis of coupled building‐slope systems

Raj,

Singh,

Kaynia

2023

Earthq Engng Struct Dyn

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Buildings located on hill slopes are subjected to additional effects under seismic action compared with those on flat ground. This article presents Incremental Dynamic Analyses of coupled building‐slope systems incorporating topographic amplification, nonlinear slope movement and irregular structural configuration of hill‐side buildings. Two different stable slopes, supporting single and multiple adjacent ductile moment resisting reinforced concrete frame buildings with step‐back configuration, prevalent in Indian and Chinese hilly regions, are modelled and analyzed using the finite element software ABAQUS. A suite of 21 ground motions is incrementally scaled and used to compute the seismic response of the coupled system. Fragility curves for different damage states, derived as lognormal probability distributions in terms of three different Intensity Measures (IMs) and damage probabilities of the considered buildings, are derived and compared. The spectrum‐based IMs (e.g., spectral acceleration at fundamental period, and average of the spectral acceleration over a period range) result in lower record‐to‐record variability, compared with the peak ground acceleration as the IM. The results reveal that ignoring the effect of slope significantly underestimates the fragility for all the damage states.

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Section: Noveltymentioning

confidence: 99%

Seismic fragility analysis of coupled building‐slope systems

Raj,

Singh,

Kaynia

2023

Earthq Engng Struct Dyn

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“…The primary reason for decrease in PFA at roof level in all considered building configuration is that the columns at the UFL undergo severe damages during an F G U R E 1 0 Variation in median peak interstory drift ratio of mainshock-damaged buildings in across-slope direction with respect to relative story height when mainshocks are scaled at (a) X1g and (b) X2g. earthquake, 53 which in turn make the portion above the UFL more flexible. Hence, vulnerability of non-structural elements at UFL increases in case of sequence of earthquakes.…”

Section: Effect On Peak Floor Accelerationmentioning

confidence: 99%

“…Despite of good number of literature available on the response analyses of buildings under sequence of earthquakes, a wide gap is noticed in exploring the behavior of irregular buildings, especially hilly building configurations with infills, under sequence of earthquakes. Hilly buildings are one such example of irregular buildings in which both mass and stiffness irregularity exist 42–46 . Owing to such irregularity, the vulnerability of hilly buildings is quite high even under single ground motion.…”

Section: Introductionmentioning

confidence: 99%

“…Moreover, when fragility curves of the irregular building configuration or with different typologies are not readily available under mainshock and aftershock sequence, the applicability of the available loss estimation methodologies under sequence of earthquakes is not feasible. On the other hand, component fragility curves are independent of the effect of single/multiple earthquakes and inherent building irregularities; therefore, performing seismic loss estimation based on component fragility is more robust 53 …”

Section: Introductionmentioning

confidence: 99%

“…3 400 crores (₹) 3,4 2 Sikkim 2011 6.9 -95,000 6 20 billion US dollars 5,6 3 Nepal 2015 7.8 30,000 50,00,000 8 10 billion US dollars 7,8 component fragility curves are independent of the effect of single/multiple earthquakes and inherent building irregularities; therefore, performing seismic loss estimation based on component fragility is more robust. 53 To fill the discussed research gaps, further studies are warranted for the detailed performance assessment of RC hilly buildings with infills under sequence of earthquakes, especially in terms of the expected losses. Therefore, the objectives of the present study are: (i) to investigate the peak response quantities of infilled RC hilly buildings, having stepback (SB) and split-foundation (SF) configurations, under sequence of earthquakes, (ii) to assess the performance of the hilly buildings through the development of seismic fragility curves under sequence of earthquakes, and (iii) to compare the expected seismic loss, considering direct loss due to the damage in four building components, that is, unreinforced masonry wall, RC beams, RC columns, and RC beam-column joint, when undamaged and mainshock-damaged buildings are subjected to an aftershock.…”

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confidence: 99%

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Seismic performance evaluation of reinforced concrete hilly buildings under sequence of earthquakes

Aggarwal,

Kulariya,

Saha

2023

Structural Design Tall Build

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SummaryThe present study investigates the effect of earthquake sequences on the response of reinforced concrete hilly buildings having typical configurations, that is, stepback and split‐foundation, with three different story ratios. A set of 30 as‐recorded mainshock‐aftershock sequence of earthquake ground motions is considered for this study. Mainshock acceleration time histories are scaled at two distinct intensity levels to obtain the mainshock‐damaged building. These mainshock‐damaged hilly buildings are then subjected to aftershocks. A comparative study is performed for various response quantities, such as peak interstory drift ratio, peak floor acceleration, and peak roof displacement of undamaged and mainshock‐damaged buildings under aftershocks. Further, fragility analysis is carried out to study the effect of aftershocks on undamaged and mainshock‐damaged hilly buildings. Subsequently, component‐wise seismic loss estimation due to damage in the non‐structural and structural components is performed. It is concluded from the study that the building components that contribute maximum to the expected repair cost ratio vary with respect to the intensity of the aftershocks. Also, the estimated seismic loss is higher in mainshock‐damaged split‐foundation buildings in comparison to stepback buildings.

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Influence of near‐field ground motions with fling‐step and forward‐directivity characteristics on seismic response of stilted buildings in mountainous area

Li,

Pan

et al. 2024

Structural Design Tall Build

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SummaryNear‐field ground motions with fling‐step and forward‐directivity characteristics contain large‐amplitude pulses in velocity history, causing severe damage to stilted buildings in mountainous areas. In this study, three groups of 20 near‐field ground motions with fling‐step and forward‐directivity characteristics and 10 far‐field ground motions were selected as seismic inputs. Nonlinear response history analysis (NLRHA) was performed on plane finite element models of two seven‐story stilted frame structures, one with steel braces in the stilted story and the other without steel braces in the slope direction. Structural seismic response obtained from NLRHA was discussed in terms of inter‐story drift ratio (IDR) and peak floor acceleration (PFA). In addition, damage to two structures was assessed using the modified Park–Huang damage model. The results show that stilted structures exhibit greater inter‐story ratios and damage index values under near‐field ground motions with fling‐step characteristics and forward‐directivity characteristics than far‐field ground motions, where the stilted story has the highest amplification ratio in both IDR and damage index among floors. Designers should pay sufficient attention to the influence of ground motions with fling‐step and forward‐directivity characteristics on seismic demands and damage to stilted structures. The peak inter‐story ratio and damage index of stilted structures with steel braces were significantly lower than that of stilted structures without braces, proving the validation of setting steel braces on reducing the seismic demands of stilted structures and improving structural seismic safety. Additional NLRHA performed using artificial pulses shows that the seismic response of stilted buildings is related to pulse periods of near‐field ground motions and the greatest seismic demands and damage are obtained when the pulse period is 1.5–1.6 times the fundamental period of the stilted building.

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Seismic performance assessment of reinforced concrete hilly buildings with open story

Cited by 30 publications

References 17 publications

Seismic fragility analysis of coupled building‐slope systems

Seismic fragility analysis of coupled building‐slope systems

Seismic performance evaluation of reinforced concrete hilly buildings under sequence of earthquakes

Influence of near‐field ground motions with fling‐step and forward‐directivity characteristics on seismic response of stilted buildings in mountainous area

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