Collapse Risk of Buildings in the Pacific Northwest Region due to Subduction Earthquakes

Raghunandan, Meera; Liel, Abbie B.; Luco, Nicolas

doi:10.1193/122813eqs298m

Cited by 13 publications

(37 citation statements)

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“…The design of this building fully complies with modern US standards for RC frame design (encompassing requirements that include, but are not limited to, span-to-depth ratio requirements, shear requirements, deflection limitations, and special moment frame detailing [34]). Furthermore, the design of the cantilever structure was conducted following the same rigorous framework [9,30,31] that were used in designing the regular geometry structures to ensure comparability of the designs. The buildings are all designed assuming they are located at a southern California site at 33.996°N, 118.162°W.…”

Section: Structural Designsmentioning

confidence: 74%

“…Two building configurations are considered: regular geometries ( Figure 1), and cantilever geometries ( Figure 2). The regular structures were designed for previous studies by [9,30,31]. A frame building with cantilevers is designed by the authors to modern US building standards (Table I) and included in this study because buildings containing cantilevered elements have been previously shown to be sensitive to vertical ground motions (e.g., [32,33]).…”

Section: Structural Designsmentioning

confidence: 99%

“…Unlike modern RC frame buildings, which largely avoid brittle shear failures through capacity design requirements, older non-ductile RC frame structures are potentially susceptible to column shear failure and subsequent loss of gravity load carrying capacity. Following [31], shear and subsequent axial failure of columns are captured by the zero length springs that are assigned shear and axial limit state materials [40]. Shear and axial springs are placed at the top of each column and describe shear and axial response over the height of the column in an average sense.…”

Section: Modeling Approach For Older (Non-ductile) Buildingsmentioning

confidence: 99%

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Collapse assessment of moment frame buildings, considering vertical ground shaking

Harrington

Liel

2016

Earthq Engng Struct Dyn

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Summary While many cases of structural damage in past earthquakes have been attributed to strong vertical ground shaking, our understanding of vertical seismic load effects and their influence on collapse mechanisms of buildings is limited. This study quantifies ground motion parameters that are capable of predicting trends in building collapse because of vertical shaking, identifies the types of buildings that are most likely affected by strong vertical ground motions, and investigates the relationship between element level responses and structural collapse under multi‐directional shaking. To do so, two sets of incremental dynamic analyses (IDA) are run on five nonlinear building models of varying height, geometry, and design era. The first IDA is run using the horizontal component alone; the second IDA applies the vertical and horizontal motions simultaneously. When ground motion parameters are considered independently, acceleration‐based measures of the vertical shaking best predict trends in building collapse associated with vertical shaking. When multiple parameters are considered, Housner intensity (SI), computed as a ratio between vertical and horizontal components of a record (SIV/SIH), predicts the significance of vertical shaking for collapse. The building with extensive structural cantilevered members is the most influenced by vertical ground shaking, but all frame structures (with either flexural and shear critical columns) are impacted. In addition, the load effect from vertical ground motions is found to be significantly larger than the nominal value used in US building design. Copyright © 2016 John Wiley & Sons, Ltd.

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Section: Structural Designsmentioning

confidence: 74%

Section: Structural Designsmentioning

confidence: 99%

Section: Modeling Approach For Older (Non-ductile) Buildingsmentioning

confidence: 99%

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Collapse assessment of moment frame buildings, considering vertical ground shaking

Harrington

Liel

2016

Earthq Engng Struct Dyn

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“…This set is an expanded version of the far-field ground motion set used in Federal Emergency Management Agency (FEMA) P695 [30] and in this paper is referred to as the FEMA ground motion set. The second set, compiled by Raghunandan et al [31], consists of 77 earthquake records, 42 of which are long-duration recordings from large-magnitude (6.8-9.0M w ) subduction interface events, and the remaining 35 are short-duration recordings selected from the expanded FEMA set. For this paper, this ground motion set is referred to as the crustal/subduction set.…”

Section: A New Intensity Measurementioning

confidence: 99%

Ductility‐dependent intensity measure that accounts for ground‐motion spectral shape and duration

Marafi

Berman²,

Eberhard³

2015

Earthq Engng Struct Dyn

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SUMMARYThe calculated nonlinear structural responses of a building can vary greatly, even if recorded ground motions are scaled to the same spectral acceleration at a building's fundamental period. To reduce the variation in structural response at a particular ground-motion intensity, this paper proposes an intensity measure (IM comb ) that accounts for the combined effects of spectral acceleration, ground-motion duration, and response spectrum shape. The intensity measure includes a new measure of spectral shape that integrates the spectrum over a period range that depends on the structure's ductility. The new IM is efficient, sufficient, scalable, transparent, and versatile. These features make it suitable for evaluating the intensities of measured and simulated ground motions.The efficiency and sufficiency of the new IM is demonstrated for the following: (i) elastic-perfectly plastic single-degree-of-freedom (SDOF) oscillators with a variety of ductility demands and periods; (ii) ductile and brittle deteriorating SDOF systems with a variety of periods; and (iii) collapse analysis for 30 previously designed frames. The efficiency is attributable to the inclusion of duration and to the ductility dependence of the spectral shape measure. For each of these systems, the transparency of the intensity measure made it possible to identify the sensitivity of structural response to the various characteristics of the ground motion. Spectral shape affected all structures, but in particular, ductile structures. Duration only affected structures with cyclic deterioration.

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“…In the above two studies, the ground motions are generated through a stochastic model and did not consider mainshock and aftershock (MS-AS) sequences. Raghunandan et al (2015) reported collapse risk assessment of older and newer RC buildings located in the Pacific Northwest subject to subduction and crustal earthquakes. Their study showed that subduction earthquakes contributed to the majority of the collapse risk.…”

Section: Introductionmentioning

confidence: 99%

Impact of Earthquake Types and Aftershocks on Loss Assessment of Non-Code-Conforming Buildings: Case Study with Victoria, British Columbia

Tesfamariam

Goda

2017

Earthquake Spectra

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General rightsThis document is made available in accordance with publisher policies. Please cite only the published version using the reference above. Full terms of use are available: http://www.bristol.ac.uk/pure/about/ebr-terms This paper presents a study on the impact of earthquake types (shallow crustal, deep inslab, and mega-thrust Cascadia interface earthquakes) and aftershocks on loss assessment of non-code conforming reinforced concrete (RC) buildings. The loss assessment is formulated within the performance-based earthquake engineering framework. The dependency between the maximum and residual interstory drift ratios are captured using copulas. Finite-element models that take into account key hysteretic characteristics of non-ductile RC frames were adopted and incremental dynamic analysis is utilized to compute collapse risk. The proposed procedure is applied to a set of 2-, 4-, 8-and 12-story non-ductile reinforced concrete frames located in Victoria, British Columbia, Canada. From the results, the aftershock showed marked difference for the 2-story building. At annual probability of 10 -2 -10 -3 , crustal and in-slab events with Mw6.5 to Mw7.5 Impact of Earthquake Types andcontributed the most to the loss as these events occur more frequently. At rarer annual probability of 10 -3 -10 -4 , the Cascadia event having Mw8.5 to Mw9.0 is predominant and contributed the most to the loss. INTRODUCTIONSouthwestern British Columbia (BC) is an active seismic region, affected by complex regional seismicity (Hyndman and Rogers 2010). Three earthquake types, namely shallow crustal, deep inslab, and mega-thrust Cascadia interface earthquakes, contribute significantly to overall seismic hazard (Atkinson and Goda 2011; Figure 1). The crustal earthquakes occur in the upper crust of the continental plate and expected earthquake magnitudes of this kind are the moment magnitude Mw6.5 to Mw7.5. On the other hand, interface and inslab earthquakes occur at the plate boundary and inside the subducting slabs (i.e. ocean areas). Therefore, the A previous regional seismic risk assessment in Victoria, BC showed that older construction buildings are in high risk (Onur et al. 2005). Regional economic loss associated with a hypothetical Mw9 Cascadia earthquake scenario for BC can be significant (AIR Worldwide 2013). An accurate assessment of potential impact of future destructive earthquakes is essential for effective disaster risk reduction and requires decision-support tools that facilitate the quantitative seismic loss estimation Ebrahimian et al. 2014). The problem can be further compounded by increasing intensity and frequency of observed aftershocks (e.g. 2011 Mw9.0 Tohoku earthquake in Japan, Goda et al. 2013; Mw7.8 Gorkha Nepal earthquake, . As the three earthquake types in BC are prevalent, prudent record selection is also crucial to produce unbiased estimates of seismic vulnerability. Tesfamariam-3Koduru and Haukaas (2010) and Mahsuli and Haukaas (2013) have carried out loss assessment for Vancouver, BC with consideration...

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Collapse Risk of Buildings in the Pacific Northwest Region due to Subduction Earthquakes

Cited by 13 publications

References 0 publications

Collapse assessment of moment frame buildings, considering vertical ground shaking

Collapse assessment of moment frame buildings, considering vertical ground shaking

Ductility‐dependent intensity measure that accounts for ground‐motion spectral shape and duration

Impact of Earthquake Types and Aftershocks on Loss Assessment of Non-Code-Conforming Buildings: Case Study with Victoria, British Columbia

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