Seismic fragility assessment of low-rise stone masonry buildings

Ezz, Ahmad Abo El; Nollet, Marie‐José; Nastev, Miroslav

doi:10.1007/s11803-013-0154-4

Cited by 48 publications

(19 citation statements)

References 19 publications

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“…For example, masonry buildings in Europe are separated depending on the structural material (stone, brick, concrete block), floor diaphragm type (flexible wood or rigid concrete) and the quality of material and construction [8,9,16,27,28]. Conducted building inventories in Eastern Canada identified two main types of unreinforced masonry (URM): stone masonry [15] and brick masonry [17] which, as the most frequent ones, were retained for this study. The later matches the description for URM buildings in Hazus-MH, which combines all types of floor diaphragms including wood or cast-in-place concrete floor.…”

Section: Background Of the Methodologymentioning

confidence: 99%

“…The performance point is determined by the intersection between its structural capacity curve and the input response spectrum adjusted for the inelastic structural damping ratio, ξ eff , associated with cyclic degradation considered through a degradation factor K function of the duration of shaking and the building class, i.e., the demand spectrum [7]. To avoid the time consuming iterative process usually involved in the determination of the performance point, fragility functions in ER 2 are expressed as explicit functions of the earthquake magnitude and the input IMs [15,21,22]. They provide the probability of a given damage state (none, slight, moderate, extensive, complete) for the building structural and non-structural components, respective economic losses and indoor casualties.…”

Section: Background Of the Methodologymentioning

confidence: 99%

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Earthquake Magnitude and Shaking Intensity Dependent Fragility Functions for Rapid Risk Assessment of Buildings

et al. 2018

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An integrated web application, referred to as ER 2 for rapid risk evaluator, is under development for a user-friendly seismic risk assessment by the non-expert public safety community. The assessment of likely negative consequences is based on pre-populated databases of seismic, building inventory and vulnerability parameters. To further accelerate the computation for near real-time analyses, implicit building fragility curves were developed as functions of the magnitude and the intensity of the seismic shaking defined with a single intensity measure, input spectral acceleration at 1.0 s implicitly considering the epicentral distance and local soil conditions. Damage probabilities were compared with those obtained with the standard fragility functions explicitly considering epicentral distances and local site classes in addition to the earthquake magnitudes and respective intensity of the seismic shaking. Different seismic scenarios were considered first for 53 building classes common in Eastern Canada, and then a reduced number of 24 combined building classes was proposed. Comparison of results indicate that the damage predictions with implicit fragility functions for short (M ≤ 5.5) and medium strong motion duration (5.5 < M ≤ 7.5) show low variation with distance and soil class, with average error of less than 3.6%.

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Section: Background Of the Methodologymentioning

confidence: 99%

Section: Background Of the Methodologymentioning

confidence: 99%

Earthquake Magnitude and Shaking Intensity Dependent Fragility Functions for Rapid Risk Assessment of Buildings

et al. 2018

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“…There are several models which can be used to quantify the damages, characterization of damage state and estimation of losses after the earthquakes [11]. Fragility analysis is one of the key components in seismic risk assessment and more specifically in regional seismic risk assessment [12].…”

Section: Fig 2 Earthquake Data Records For Turkey and Itsmentioning

confidence: 99%

Seismic Fragility Curves for 1 and 2 Stories R/C Buildings

TEKİN¹,

GURBUZ²

2015

International Journal of Engineering Technologies IJET

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Abstract-In this study, the fragility curves were formed for 1 and 2 stories reinforced concrete (RC) residential buildings. The information regarding the structures was taken from projects of the buildings. Nonlinear pushover (NP) analyze was performed to 84 RC buildings which were divided to 2 groups. The buildings built 1998 and later were called Group-A. The building built before 1998 was called Group B. As for nonlinear analysis, a 3D computer model was drawn for each building and nonlinear analyses were applied to these models. Each building was analysed for 2 dimensions (X and Y). Totally 168 NP analysis were performed for each building. 4 damage limits (slight, moderate, heavy and complete) and 5 damage zones (undamaged, slight, medium, extensive and collapse) were determined according to maximum interstorey drift ratio. Fragility curve parameters were obtained at the result of the NP analysis. Probability density functions were calculated with the help of lognormal mean and lognormal standard deviation values of limit states. The fragility curves were generalized for the buildings in Group A and Group B. At the conclusion of this work; 8 fragility curves obtained for 1 and 2 stories reinforced concrete buildings in. Using these 8 curves; damage possibility can be estimated for RC buildings which have same features.

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“…Bu parametrelere bağlı olarak meydana gelebilecek olası hasarları tahmin edebilmek için geçmiş deprem verilerinden faydalanılmış ve çeşitli yöntemler geliştirilmiştir [13,14,15,16]. Kırılganlık eğrisi veya hasar olasılık eğrisi olarak adlandırılan grafiklerden faydalanarak topyekûn hasarı tahmin etmek de son yıllarda üzerinde çalışılan metotlar arasındadır [17,18,19,20]. Kırılganlık eğrilerini elde etmek için deneysel ve analitik birçok yöntem kullanılabilmektedir [2,11,13,14,17,19,21].…”

Section: Introductionunclassified

“…Kırılganlık eğrisi veya hasar olasılık eğrisi olarak adlandırılan grafiklerden faydalanarak topyekûn hasarı tahmin etmek de son yıllarda üzerinde çalışılan metotlar arasındadır [17,18,19,20]. Kırılganlık eğrilerini elde etmek için deneysel ve analitik birçok yöntem kullanılabilmektedir [2,11,13,14,17,19,21]. Bu çalışmada; ülkemizdeki az ve orta katlı betonarme yapıların olası bir depremde karşılaşacağı hasarları tahmin etmek için artımsal itme analizi esaslı analitik yöntem tercih edilmiştir.…”

Section: Introductionunclassified

Farklı Tip Betonarme Binalar İçin Geliştirilmiş Hasar Tahmin Yöntemleri

Gürbüz¹,

Tekin²

2017

Teknik Dergi

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ÖZBu çalışmanın başlıca amacı; olası bir depremde meydana gelecek hasar ve kayıp olasılıklarını tahmin etmeye yarayan bir hasar tahmin metodu geliştirmektir. Bu amaçla; 11 farklı tip betonarme yapı için hasar olasılık grafikleri elde edilmiştir. Çalışma kapsamında 341 adet betonarme konut binası; yapım yılı, kat adedi ve bina kalitesi gibi ortak özelliklerine göre gruplanmıştır. Toplam 11 farklı bina grubu elde edilmiştir. Binaların tamamı bilgisayar ortamında 3 boyutlu olarak modellenmiş ve her bir bina modeli nonlinear statik itme analizi ile analiz edilmiştir. Ardından, analizlerden elde edilen veriler kullanılarak her bina grubu için 4 farklı hasar olasılığını gösteren kırılganlık eğrileri çizilmiştir. 11 farklı bina grubu için toplam 44 kırılganlık eğrisi elde edilmiştir. Çalışma neticesinde elde edilen eğriler kullanılarak benzer özelliklere sahip binaların yer aldığı herhangi bir bölgedeki olası hasarları tahmin etmek mümkündür.Anahtar Kelimeler: Deprem hasar tahminleri, kırılganlık eğrileri, hasar olasılıkları, betonarme binalar. ABSTRACT Developing Damage Estimation Methods for Different Types of Reinforced Concrete BuildingsThe main purpose of this study is to develop a damage and loss estimation method for predicting earthquake damage in a possible earthquake. For this purpose; damage probability graphs have been drawn for 11 different types of reinforced concrete structures. In the study, 341 reinforced concrete buildings are grouped according to common features such as number of stories, age of the building, construction quality etc. A total of 11 different building groupings were obtained. All of the buildings are modeled by 3-D computer modeling and each was analyzed by nonlinear pushover analysis. Then, fragility curves for 4 different damage probabilities were plotted for each of the building groups using the data obtained from pushover analysis results. Total of 44 fragility curves were Not: Bu yazı -Yayın Kurulu'na 03.11.2015 günü ulaşmıştır.-31 Aralık 2017 gününe kadar tartışmaya açıktır.

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Seismic fragility assessment of low-rise stone masonry buildings

Cited by 48 publications

References 19 publications

Earthquake Magnitude and Shaking Intensity Dependent Fragility Functions for Rapid Risk Assessment of Buildings

Earthquake Magnitude and Shaking Intensity Dependent Fragility Functions for Rapid Risk Assessment of Buildings

Seismic Fragility Curves for 1 and 2 Stories R/C Buildings

Farklı Tip Betonarme Binalar İçin Geliştirilmiş Hasar Tahmin Yöntemleri

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