Haiti Building Failures and a Replicable Building Design for Improved Earthquake Safety

Holliday, Lisa; Grant, Hank

doi:10.1193/1.3636386

Cited by 8 publications

(3 citation statements)

References 1 publication

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“…Post-earthquake reconnaissance reports [10], [11] from previous earthquakes around the world have detailed the poor performance of buildings with lightly reinforced concrete columns. Investigations of these buildings showed that the predominant cause of collapse was axial failure of gravity loading carrying components.…”

Section: Behavior Of Existing Non-ductile Columnsmentioning

confidence: 99%

Comparative study on acceptance criteria for non-ductile reinforced concrete columns

Opabola

Elwood

2018

BNZSEE

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Poor seismic performance of older reinforced concrete buildings in past seismic events has frequently been attributed to failure of non-ductile columns not detailed for seismic demands. The Seismic Assessment of Existing Buildings Guidelines developed in New Zealand (NZ Guideline) provides a performance-based engineering framework for assessment of existing buildings, with concrete buildings covered in section C5. This study compares the probable failure mode and deformation capacity assessed based on NZ Guideline, ASCE/SEI 41-13, and ASCE/SEI 41-17 with the results from quasi-static cyclic tests conducted on 52 rectangular and 13 circular reinforced concrete columns with reinforcement details similar to those of non-ductile columns. Results indicate that the general curvature-based method of the NZ Guideline was not able to identify the observed failure mode but generally provides a conservative estimate of deformation capacity in comparison with ASCE/SEI 41-17. Based on the results of this study, a direct rotation-based acceptance criteria is proposed for NZ Guidelines. Also, slight modifications, to reduce conservatism, have been proposed for the curvature-based method.

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Section: Behavior Of Existing Non-ductile Columnsmentioning

confidence: 99%

Comparative study on acceptance criteria for non-ductile reinforced concrete columns

Opabola

Elwood

2018

BNZSEE

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“…It is important to note that these hazard data were calculated assuming a firm rock site, implying that the PGA could be higher for soil sites due to their amplification potential, as shown by Ulysse et al [6][7][8] and St-Fleur et al [9]. In addition to hazard understanding, the vulnerability of buildings is as a crucial component in seismic risk assessment, with numerous earthquake reconnaissance studies post the 2010 and 2021 earthquakes enriching the literature on this aspect [1,2,[11][12][13][14][15][16][17][18]. Typically, the high vulnerability of structures is attributed to factors such as low-quality materials, insufficient reinforcement in reinforced concrete members, non-ductile design, and the fact that buildings were mostly designed for gravity loads but not for seismic and horizontal loads.…”

Section: Introductionmentioning

confidence: 99%

Empirical Fragility Analysis of Haitian Reinforced Concrete and Masonry Buildings

Laguerre,

Salehi,

Desroches

2024

Buildings

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This study develops empirical fragility curves for concrete and masonry buildings in Haiti, utilizing data from the 2021 earthquake. A dataset of 3527 buildings from the StEER database, encompassing a diverse range of building types, is used. These buildings types include reinforced concrete structures with masonry infills, confined masonry buildings, reinforced masonry bearing walls, and unreinforced masonry bearing walls. Shakemaps from the USGS are utilized to assess the earthquake’s intensity at each building, with the peak ground acceleration (PGA) as the intensity measure. Damage is classified into five distinct states: no damage, minor, moderate, severe, and partial or total collapse. For each of these states, the corresponding probabilities of exceedance are calculated, and log-normal cumulative distribution functions were fitted to those data to produce empirical fragility curves. The results show a notable similarity in performance among the four types, each having high probability of failure even under low-intensity earthquakes. Total fragility curves (including all four building types) are developed subsequently and they are convolved to the probabilistic seismic hazard map of Haiti to assess the seismic risk. This includes estimating the annual probability of partial/total collapse and the probability of partial/total collapse in the event of 475-year and 2475-year earthquakes. The results indicate a significant risk, with up to 64% probability of collapse in certain areas for the 2475-year earthquake and a probability of collapse of 15% for a 475-year earthquake. These findings underscore the critical vulnerability of Haiti’s buildings to seismic events and the urgent need for their retrofit.

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“…Scawthon [14] reported the damage in all building typologies after the 2004 Niigata earthquake in Japan and concluded that newer constructions performed better than other building types. Holliday and Grant [15] presented an account of collapsed and survived buildings during the 2010 Haiti earthquake. Similar case studies were also presented by Gautam and Rodrigues [16] for the buildings affected by several earthquakes in Nepal.…”

Section: Introductionmentioning

confidence: 99%

Seismic Performance of High-Rise Condominium Building during the 2015 Gorkha Earthquake Sequence

et al. 2019

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On 25 April 2015, a strong earthquake of magnitude 7.8 struck central Nepal including the capital city, Kathmandu. Several powerful aftershocks of magnitude 6.7, 6.9 and 7.3 together with hundreds of aftershocks of local magnitude greater than 4 hit the same area until May 2015. This earthquake sequence resulted in considerable damage to the reinforced concrete buildings apart from brick and stone masonry constructions. High-rise buildings in Nepal are mainly confined in Kathmandu valley and their performance was found to be in the life safety to collapse prevention level during the Gorkha earthquake sequence. In this paper, seismic performance assessment of a reinforced concrete apartment building with brick infill masonry walls that sustained life safety performance level is presented. Rapid visual assessment performed after the 12 May aftershock (MW 7.3) highlighted the need for detailed assessment, thus, we carried out nonlinear time history analysis using the recorded accelerograms. The building was first simulated for the recorded acceleration time history (PGA = 0.16 g) and the PGA was scaled up to 0.36 g to assess the behaviour of building in the case of the maximum considered earthquake occurrence. The sum of results and observations highlighted that the building sustained minor damage due to low PGA occurrence during the Gorkha earthquake and considerable damage would have occurred in the case of 0.36 g PGA.

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Haiti Building Failures and a Replicable Building Design for Improved Earthquake Safety

Cited by 8 publications

References 1 publication

Comparative study on acceptance criteria for non-ductile reinforced concrete columns

Comparative study on acceptance criteria for non-ductile reinforced concrete columns

Empirical Fragility Analysis of Haitian Reinforced Concrete and Masonry Buildings

Seismic Performance of High-Rise Condominium Building during the 2015 Gorkha Earthquake Sequence

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