Abstract:The focus of this paper is to develop a screening procedure to obtain information and assess vulnerability of bridges located in the New Madrid seismic zone (NMSZ). This screening methodology includes structural elements, site, foundation, and importance of the bridge. An inventory of the river-crossing bridges in Memphis and Shelby County is made using the developed screening procedure; potentially hazardous bridges that require further detailed seismic evaluation and/or immediate seismic retrofitting are ide… Show more
“…In order to specify the two bridge types, a limiting skew angle value is required. There is no definite limiting skew angle value, but it can vary between 20 and 30 according to codes and previous studies (Caltrans 2006, FHWA 1995, Pezeshk et al 1993, AASHTO 1996. In this study, the limit for skew angle was taken as 30 , which is the median value of the bridge inventory employed.…”
Section: ö Avs Ar a Yakut And A Canermentioning
confidence: 99%
“…In order to specify the two bridge types, a limiting skew angle value is required. There is no definite limiting skew angle value, but it can vary between 20° and 30° according to codes and previous studies (Caltrans 2006, FHWA 1995, Pezeshk et. al.…”
This study focuses on the development of analytical fragility curves for the ordinary highway bridges constructed after the 1990s. Four major bridge classes were employed based on skew angle, number of columns per bent, and span number (only multispan bridges). Nonlinear response-history analyses (NRHA) were conducted for each bridge sample using a detailed 3-D analytical model subjected to earthquake ground motions of varying seismic intensities. A component-based approach that uses several engineering demand parameters was employed to determine the seismic response of critical bridge components. Corresponding damage limit states were defined either in terms of member capacities or excessive bearing displacements. Lognormal fragility curves were obtained by curve fitting the point estimates of the probability of exceeding each specified damage limit state for each major bridge class. Bridges with larger skew angles or single-column bents were found to be the most seismically vulnerable.
“…In order to specify the two bridge types, a limiting skew angle value is required. There is no definite limiting skew angle value, but it can vary between 20 and 30 according to codes and previous studies (Caltrans 2006, FHWA 1995, Pezeshk et al 1993, AASHTO 1996. In this study, the limit for skew angle was taken as 30 , which is the median value of the bridge inventory employed.…”
Section: ö Avs Ar a Yakut And A Canermentioning
confidence: 99%
“…In order to specify the two bridge types, a limiting skew angle value is required. There is no definite limiting skew angle value, but it can vary between 20° and 30° according to codes and previous studies (Caltrans 2006, FHWA 1995, Pezeshk et. al.…”
This study focuses on the development of analytical fragility curves for the ordinary highway bridges constructed after the 1990s. Four major bridge classes were employed based on skew angle, number of columns per bent, and span number (only multispan bridges). Nonlinear response-history analyses (NRHA) were conducted for each bridge sample using a detailed 3-D analytical model subjected to earthquake ground motions of varying seismic intensities. A component-based approach that uses several engineering demand parameters was employed to determine the seismic response of critical bridge components. Corresponding damage limit states were defined either in terms of member capacities or excessive bearing displacements. Lognormal fragility curves were obtained by curve fitting the point estimates of the probability of exceeding each specified damage limit state for each major bridge class. Bridges with larger skew angles or single-column bents were found to be the most seismically vulnerable.
“…Επίσης συσχετίζονται με τη διάρκεια ή/και το κόστος αποκατάστασης, καθώς και την κυκλοφοριακή ικανότητα (Mander and Basöz 1999, Werner et al 2000, Mackie and Stojadinovic 2006. (1993), Pezeshk et al (1993), Buckle and Friedland (1995), Basöz and Kiremidjian (1995), Basöz (1996) Pezeshk et al (1993).…”
Section: ανελαστική δυναμική μέθοδοςunclassified
“…Έως τώρα η εκτίμηση της τρωτότητας σηράγγων βασίζεται κυρίως σε εμπειρικές καμπύλες τρωτότητας που έχουν προκύψει από παρατηρήσεις βλαβών σε προηγούμενους σεισμούς ανά τον κόσμο (Dowding and Rozen 1978, Owen and Scholl 1981, Wang 1985, Sharma and Judd 1991. Menoni and Pergalani (1996), Lutoff (2000), Masure and Lutoff (2006) (Babaei and Hawkins 1991, Buckle 1991, Pezeshk et al 1993, Basöz 1996, ΟΑΣΠ 2002 (Geli et al 1988). Τα τελευταία χρόνια έχει αναπτυχθεί πληθώρα εργαλείων και μεθόδων για την εκτίμηση της επιρροής των τοπικών εδαφικών συνθηκών στη μεταβολή της σεισμικής κίνησης από το βραχώδες υπόβαθρο στην επιφάνεια (Aki 1988, Bard 1994.…”
“…Με αυτόν τον τρόπο μπορούν να τροποποιηθούν γενικευμένες καμπύλες τρωτότητας, ώστε να λαμβάνουν υπόψη τα ιδιαίτερα χαρακτηριστικά της κάθε γέφυρας. Σύστημα βαθμονόμησης δομικής τρωτότητας κατάPezeshk et al (1993).…”
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