Assessment of Seismic Performance of Buildings with Incorporation of Aftershocks

Han, Ruilong; Li, Yue; Lindt, John van de

doi:10.1061/(asce)cf.1943-5509.0000596

Cited by 54 publications

(31 citation statements)

References 35 publications

Supporting

Mentioning

Contrasting

Order By: Relevance

“…The medians and dispersions of the collapse fragility functions for the two buildings is obtained via incremental dynamic analysis (IDA) [35] using the structural models and a suite of ground motions. More information of the collapse fragility can be referred to a previous study on these buildings [23]. The median and dispersion of the collapse fragility for the three-story building are 5.0% and 0.36% respectively, whereas those for the six story building are 4.2% and 0.36% respectively.…”

Section: Computation Of the Building Seismic Performance Metricsmentioning

confidence: 98%

“…Jeon et al [22] developed aftershock fragility with different mainshock damage levels using the three-story building. Han et al [23] investigated the seismic risk of different components of the two buildings considering MS-AS sequences.…”

Section: Building Modelsmentioning

confidence: 99%

“…The beam-column joints are simulated using the joint model developed by Celik and Ellingwood [26] for non-ductile RC frames. Other details of the finite element models can be found in a previous study [23]. The fundamental periods of the three-story and six-story building are 1.14 s and 1.92 s respectively.…”

Section: Building Modelsmentioning

confidence: 99%

See 2 more Smart Citations

Impact of aftershocks and uncertainties on the seismic evaluation of non-ductile reinforced concrete frame buildings

Han

Lindt

2015

Engineering Structures

Self Cite

View full text Add to dashboard Cite

Section: Computation Of the Building Seismic Performance Metricsmentioning

confidence: 98%

Section: Building Modelsmentioning

confidence: 99%

See 1 more Smart Citation

Impact of aftershocks and uncertainties on the seismic evaluation of non-ductile reinforced concrete frame buildings

Han

Lindt

2015

Engineering Structures

Self Cite

View full text Add to dashboard Cite

“…The compressive strength of the concrete of both buildings is 28 MPa, whereas the yield strength of the reinforcement is 280 MPa. Other details such as sections of beams and columns and layout of reinforcements can be referred to Celik and Ellingwood (2009) and Han et al(2014).…”

Section: Building Models and Informationmentioning

confidence: 99%

Loss Estimation of Reinforced Concrete Buildings Considering Aftershock Hazards

Han¹,

Li²,

Lindt³

2015

Structures Congress 2015

Self Cite

View full text Add to dashboard Cite

Current seismic performance methodologies such as FEMA P-58 already have the ability to estimate the direct loss and indirect loss of buildings due to earthquakes using performance based earthquake engineering (PBEE). However, earthquake aftershocks, which have the potential to cause additional damage to buildings, are still not considered in these methodologies. On the other hand, previous seismic performance assessment considering aftershocks cannot account for various post-quake decisions (e.g. evacuation, safety evaluation, and repair), and have been based on simplified models which do not have the capacity to simulate many details. In this study, the effects of aftershocks and post-quake decisions on seismic performance are discussed, and an assessment methodology in accordance with other PBEE based methods that also has the ability to consider aftershocks was developed. As a case study, two reinforced concrete frame buildings are adopted for loss estimation using the proposed method. Eighteen near-fault and 60 far-field recorded mainshock-aftershock sequences are employed in the example. The direct loss and indirect loss (downtime and fatality loss) were investigated and show that significant difference may occur in seismic performance when comparing the scenario with and without considering aftershocks.

show abstract

“…Applying nonlinear dynamic analyses, Haselton et al [4] investigate the risk of collapse of a set of 30 representative RC special moment-frame (SMF) buildings, designed according to ASCE 7-02 [5] and ACI 318-05 [6] and found on average, the probability of collapse (under ground motion intensities with a 2% probability of exceedance in 50 years) of these buildings is 11%. Seismic performance, damage, casualties and risk analysis of old buildings are also assessed by Un et al [7], Yalciner et al [8], Han et al [9], Dya and Oretaa [10] and Mosleh et al [11] with different methods. Nonlinear time history analysis (NLTHA) is a possible method to calculate structural response under a strong seismic event (e.g.…”

Section: Introductionmentioning

confidence: 99%

Seismic Performance Assessment of Existing RC Frames with Different Ultimate Concrete Strains

Sabrin

Siddique

Sohel³

2018

CivileJournal

View full text Add to dashboard Cite

In recent years, because of the older version code, inadequate design, lacks of construction supervision, change in loading pattern, damages and casualties of earthquakes or environmental degradation, buildings at risk need to be investigated frequently for safety purpose. To increase the strength and ductility capacities of deficient reinforced concrete (RC) beams, columns and beam-column joints, retrofitting may require. In this paper, a numerical investigation using nonlinear static pushover analysis is conducted to assess the seismic behavior of existing moment resisting RC frames. In numerical modeling, different plastic hinge lengths as well as different concrete ultimate strain conditions of RC members are considered. Pushover analysis has been carried out with the commercial software ETABS v.9.6.0 to evaluate structural behavior of RC frames located in a seismic region. Hinge properties simulating moment-rotation behavior of frame members considering different plastic hinge lengths as well as concrete ultimate strains are evaluated. Pushover curves are compared with each other to determine the plastic hinge length and strain values which provide better agreement with that of the default properties. Seismic performance criteria in terms of ductility, overstrength as well as response modification factor for frames are determined from pushover curves. From the analyses in general, the load carrying capacity as well as displacement at maximum lateral load and interstory drift index at any floor level of RC frames is assessed.

show abstract

Assessment of Seismic Performance of Buildings with Incorporation of Aftershocks

Cited by 54 publications

References 35 publications

Impact of aftershocks and uncertainties on the seismic evaluation of non-ductile reinforced concrete frame buildings

Impact of aftershocks and uncertainties on the seismic evaluation of non-ductile reinforced concrete frame buildings

Loss Estimation of Reinforced Concrete Buildings Considering Aftershock Hazards

Seismic Performance Assessment of Existing RC Frames with Different Ultimate Concrete Strains

Contact Info

Product

Resources

About