Inelastic displacement ratios for SDOF structures subjected to repeated earthquakes

Hatzigeorgiou, George D.; Beskos, D.E.

doi:10.1016/j.engstruct.2009.07.002

Cited by 305 publications

(157 citation statements)

References 21 publications

(31 reference statements)

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“…6) The Hatzigeorgiou and Beskos method [26] is extremely conservative for structures with any strength reduction level within vibration periods ranging from 0.2 sec to 1.0 sec.…”

Section: Discussionmentioning

confidence: 99%

“…The fourth equation is proposed by Hatzigeorgiou and Beskos [26] as follow: The viscous damping ratio is denoted by ξ and H refers to the post-yield stiffness ratio.…”

Section: Displacement Estimates Of Rc Structural Columnsmentioning

confidence: 99%

“…Hatzigeorgiou and Beskos [26] investigated the effect of repeated or multiple earthquakes on inelastic displacement ratio of elasto-plastic SDOF systems. They used 112 earthquake records recorded at sites with USGS soil types A, B, C and D in their study.…”

Section: Introductionmentioning

confidence: 99%

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Fuzzy-logic based inelastic displacement ratios of degrading RC structures

Ozkul¹,

Ayoub²,

Altunkaynak³

2014

Engineering Structures

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“…6) The Hatzigeorgiou and Beskos method [26] is extremely conservative for structures with any strength reduction level within vibration periods ranging from 0.2 sec to 1.0 sec.…”

Section: Discussionmentioning

confidence: 99%

“…The fourth equation is proposed by Hatzigeorgiou and Beskos [26] as follow: The viscous damping ratio is denoted by ξ and H refers to the post-yield stiffness ratio.…”

Section: Displacement Estimates Of Rc Structural Columnsmentioning

confidence: 99%

See 1 more Smart Citation

Fuzzy-logic based inelastic displacement ratios of degrading RC structures

Ozkul¹,

Ayoub²,

Altunkaynak³

2014

Engineering Structures

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“…Using structural dynamics theory [6], these systems are defined here by their elastic vibration period T, ranging from 0.02 sec to 4.0 sec, and viscous damping ratio, ξ , assumed to be 5%. The yield force f y can be expressed in terms of the yield displacement u y and the elastic stiffness k el as f y =k el ⋅u y (2) While the ductility μ is defined in terms of the maximum displacement u max and the yield displacement u y , as…”

Section: Description Of Modelmentioning

confidence: 99%

“…Nonetheless, Miranda [4] and Chopra and Chintanapakdee [5] observed that IDR can differ considerably from unity in the moderately high to high frequency regions of spectrum. Furthermore, Hatzigeorgiou and Beskos [6] found that repeated earthquakes significantly affect the inelastic displacement ratio.…”

Section: Introductionmentioning

confidence: 99%

Inelastic Displacement Ratio Spectrum for Near-Fault Ground Motions

Kabongo-Booto¹,

Hatzigeorgiou²

2013

IJET

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Abstract-This paper examines the spectrum of inelastic displacement ratio (IDR) for structures subjected to near-fault earthquakes. IDR can be defined as the ratio of the maximum inelastic to the maximum elastic displacement of a structure and allows the computation of its maximum inelastic displacement directly from the corresponding elastic counterpart. Extensive parametric analyses are carried out to obtain empirical expressions for this ratio, in terms of the period of vibration and ductility demands.Index Terms-Inelastic displacement ratio spectrum, seismic analysis, ductility demands, near-fault earthquakes.

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Wind hazard on earthquake damaged buildings

Athanasiou,

Dakour,

Tirca

et al. 2023

ce papers

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This study proposes a holistic approach to multihazard performance‐based assessment of a tall steel building, partially damaged by earthquake, and then subjected to wind. The case study is a 16‐storey LD‐CBF building in Montreal, designed in accordance with the Canadian code and steel standard. Advanced numerical models are developed in OpenSees; hence, they account for material nonlinearity including low‐cycle fatigue to simulate brace fracture. Wind histories are generated from wind tunnel data. The sequence of analyses is: (i) design the LD‐CBF building to respond to code‐based earthquake (2475 years return period) and verify the LD‐CBF members to design wind load (1‐in‐500 years), as well as, the interstorey drift under the service wind (1‐in‐10 years); (ii) apply the 60 min. wind load history on earthquake damaged building; (iii) assess the building response in terms of interstorey drift and residual interstorey drift, and (iv) compare the results of the case study under (1) earthquake on intact building, (2) wind on intact building, and (3) wind on earthquake damaged building. The findings are significant and allow the realistic representation of the effects of multiple hazards on steel buildings. In summary, the consequent hazard on building safety has a detrimental effect.

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Inelastic displacement ratios for SDOF structures subjected to repeated earthquakes

Cited by 305 publications

References 21 publications

Fuzzy-logic based inelastic displacement ratios of degrading RC structures

Fuzzy-logic based inelastic displacement ratios of degrading RC structures

Inelastic Displacement Ratio Spectrum for Near-Fault Ground Motions

Wind hazard on earthquake damaged buildings

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