HAZUS Earthquake Loss Estimation Methods

Kircher, Charles A.; Whitman, Robert V.; Holmes, William T.

doi:10.1061/(asce)1527-6988(2006)7:2(45)

Cited by 296 publications

(191 citation statements)

References 5 publications

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“…In this research study, the 1 st mode spectral acceleration, S a (T 1 ), was used as the relevant intensity measure, IM, whilst the engineering demand parameters, EDPs, considered were the maximum and residual inter-storey drifts (RISDR), as well as the peak floor accelerations. The damage functions, DM, were derived from the HAZUS (Kircher et al [24]) consequence and fragility models. Collapse probability was determined based on IDA (Vamvatsikos and Cornell [25]), assumed to occur if the slope of the IDA curve reduces to 10% of the initial value, or if the inter-storey drift ratio of any storey exceeds 20%.…”

Section: Simplified Loss Estimation Approachmentioning

confidence: 99%

Seismic performance assessment of conventional steel and steel-concrete composite moment frames using CFST columns

Silva

Jiang

Macedo

et al. 2018

Proceedings 12th International Conference on Advances in Steel-Concrete Composite Structures - ASCCS 2018

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The research reported in this paper focuses on the assessment of the seismic performance of conventional steel moment-resisting frames (MRFs) and steel-concrete composite moment-resisting frames employing circular Concrete-Filled Steel Tube (CFST) columns. Two comparable archetypes (i.e. one steel MRF, with steel columns and steel beams; and one composite MRF, with circular CFST columns and steel beams) are designed, and used as the basis for comparison between the seismic performance associated with each typology. Both structures are designed against earthquake loads following the recommendations of Eurocode 8. The comparison of the obtained design solutions allows concluding that the amount of steel associated with the main structural members is higher for the steel-only archetype, even though the composite MRF has the higher level of lateral stiffness. This aspect is particularly relevant when one considers that a minimum level of lateral stiffness (associated with the P-Δ inter-storey drift sensitivity coefficient, θ), is imposed by the European code, which may ultimately govern the design process. The two case-studies are then numerically modelled in OpenSees, and their seismic performance is assessed through fragility assessment for a number of relevant limit states, and, finally, earthquake-induced loss estimation. In general, the results obtained clearly indicate that the composite MRF with circular CFST columns exhibits better seismic performance than the equivalent steel-only archetype. This is noticeably shown in the comparison of the fragility curves associated with the collapse limit state, which tend to show substantially higher probabilities of exceedance, at similar levels of 1 st -mode spectral acceleration, for the steelonly case. Furthermore, seismic losses at several seismic intensity levels of interest tend to be higher for the steel MRF.

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Section: Simplified Loss Estimation Approachmentioning

confidence: 99%

Seismic performance assessment of conventional steel and steel-concrete composite moment frames using CFST columns

Silva

Jiang

Macedo

et al. 2018

Proceedings 12th International Conference on Advances in Steel-Concrete Composite Structures - ASCCS 2018

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“…leading to a seismic performance that can be assumed as the average of that typology of buildings (Kircher et al 2006). The studied ( §2) timber-framed masonry building is selected as representative of the typical timber-framed masonry building in Lefkas.…”

Section: Capacity Curvesmentioning

confidence: 99%

“…The lognormal distribution is adopted here since it describes adequately the evolution of damage (Kircher et al 2006). This distribution is expressed by the equation: (Kappos et al 2006;Kircher et al 2006): (i) uncertainty due to the ground motion β D , (ii) uncertainty in the response of the structure (capacity curve), and (iii) uncertainty in the definition of damage states. A reasonable and convenient assumption is to consider that these 21 three sources of variability are statistically independent and thus, the total standard deviation β ds,i is estimated as the square root of the sum of the squares of each term.…”

Section: Fragility Curves In Terms Of Spectral Displacementmentioning

confidence: 99%

Fragility Curves and Loss Estimation for Traditional Timber-Framed Masonry Buildings in Lefkas, Greece

Kouris

Kappos

2015

Computational Methods in Applied Sciences

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This is the accepted version of the paper.This version of the publication may differ from the final published version. Abstract The 2003 earthquake in the Greek island of Lefkas, has revived the interest for the local anti-seismic technique based on the use of timber-framed masonry, whose adequate performance during the earthquake revealed the merits of this rather sophisticated, albeit traditional, construction. A key feature of the Lefkas structures is their dual structural system. The secondary system is activated once the ground storey stone masonry piers of the primary system (which includes timber-framed masonry in all storeys) fail. In this regard, two different structural models are presented herein to simulate the response of each system. A macro-model based on nonlinear (NL) strut elements and point plastic hinges is intended to model the timber-framed masonry. NL analyses are carried out for one, two and three storey buildings , which represent the most common cases in Lefkas. Furthermore, an investigation is carried out regarding the foundation of the buildings resting on soft alluvial deposits. Pushover curves are derived from the NL analyses of the buildings and are then converted to capacity curves using the characteristics of the predominant mode. On these curves four damage states (slight damage, moderate damage, heavy damage, and collapse) are defined on the basis of criteria related to the actual response of the building. Then, fragility curves in terms of spectral displacement are generated, adopting a log-normal statistical distribution. These curves are converted into PGA values using a selected response spectrum. Utilising these fragility curves a seismic loss scenario for the 2003 Lefkas earthquake is developed for the timber-framed masonry stock of Lefkas city. Permanent repository link

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“…Fragility curves are derived based upon the key assumption [16] that the 'Berykiou' building represents a typical TFM building of this typology, displaying 'average' response. The seismic behaviour of this building type can then be expressed in terms of an 'average' pushover curve.…”

Section: Derivation Of Fragility Curvesmentioning

confidence: 99%

“…The lognormal distribution (eq. 2) is adopted here since it describes adequately the evolution of seismic damage [16].…”

Section: Derivation Of Fragility Curvesmentioning

confidence: 99%

Derivation of Fragility Curves for Traditional Timer-Framed Masonry Buildings Using Nonlinear Static Analysis

Kappos¹,

Kouris²

2014

Proceedings of the 4th International Conference on Computational Methods in Structural Dynamics and Earthquake Engineering (COM

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HAZUS Earthquake Loss Estimation Methods

Cited by 296 publications

References 5 publications

Seismic performance assessment of conventional steel and steel-concrete composite moment frames using CFST columns

Seismic performance assessment of conventional steel and steel-concrete composite moment frames using CFST columns

Fragility Curves and Loss Estimation for Traditional Timber-Framed Masonry Buildings in Lefkas, Greece

Derivation of Fragility Curves for Traditional Timer-Framed Masonry Buildings Using Nonlinear Static Analysis

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