| People | Locations | Statistics |
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| Naji, M. |
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| Motta, Antonella |
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| Aletan, Dirar |
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| Mohamed, Tarek |
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| Ertürk, Emre |
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| Taccardi, Nicola |
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| Kononenko, Denys |
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| Petrov, R. H. | Madrid |
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| Alshaaer, Mazen | Brussels |
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| Bih, L. |
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| Casati, R. |
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| Muller, Hermance |
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| Kočí, Jan | Prague |
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| Šuljagić, Marija |
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| Kalteremidou, Kalliopi-Artemi | Brussels |
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| Azam, Siraj |
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| Ospanova, Alyiya |
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| Blanpain, Bart |
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| Ali, M. A. |
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| Popa, V. |
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| Rančić, M. |
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| Ollier, Nadège |
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| Azevedo, Nuno Monteiro |
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| Landes, Michael |
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| Rignanese, Gian-Marco |
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Delgado, R.
in Cooperation with on an Cooperation-Score of 37%
Topics
Publications (12/12 displayed)
- 2015A new redox-responsive 14-membered tetraazamacrocycle with ferrocenylmethyl arms as receptor for sensing transition-metal ions
- 2015Ditopic hexaazamacrocycles containing pyridine ; synthesis, protonation and complexation studiescitations
- 2015Methyl pyridine derivatives of 14-membered tetraaza macrocycles. A new host with high selectivity for cadmium
- 2015X-Ray diffraction and molecular mechanics studies of 12-, 13-, and 14-membered tetraaza macrocycles containing pyridine ; effect of the macrocyclic cavity size on the selectivity of the metal ion
- 2015Structural characterization of cobalt(III), nickel(II), copper(II) and iron(III) complexes of tetraazamacrocycles with N-carboxymethyl arms
- 2015Metal complexes of an oxatriaza macrocycle containing pyridine ; Thermodynamic stability and structural studies
- 2015Experimental and numerical analysis on the cyclic behavior of bridge piers with and without CFRP retrofitcitations
- 2013Experimental cyclic tests of hollow piers with different retrofit strategies
- 2012Evaluation of the EC8-3 confidence factors for the characterization of concrete strength in existing structurescitations
- 2011Numerical simulations of the warth bridge seismic response
- 2007Dendrimers and Dendritic Polymers as Anti-infective Agents: New Antimicrobial Strategies for Therapeutic Drugs
- 2006Fatigue on metallic railway bridges: Methodology of analysis and application to Alcácer do Sal Bridge
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document
Numerical simulations of the warth bridge seismic response
Abstract
This work consists on the seismic analysis of the Talübergang Warth bridge studied within the framework of the European research project entitled VAB - Vulnerability Assessment of Bridges [1]. This case-study bridge was built in Austria during the 70's, designed to a very low seismic level, consisting of a seven span continuous deck supported on two abutments and six rectangular hollow section piers, the latter with some peculiar characteristics concerning the reinforcement detailing whose modeling is quite demanding for cyclic response simulation. Still in the VAB project context, a physical scaled model of the bridge was also experimental tested under pseudo-dynamic conditions at the JRC-Ispra [2] and the results were compared against numerical simulations carried out by the FEUP team involved in the project. The non-linear behavior is considered concentrated in the piers, which are discretized with (i) a refined constitutive model or (ii) a Plastic hinge type model for the nonlinear material behavior simulation. For the numerical prediction of the seismic performance of the Talübergang Warth bridge these methodologies were adopted with the seismic action taken as an asynchronous and synchronous ground motion induced along the transverse direction only. The main results of the seismic analyses will be presented focusing on the essential role that the longitudinal reinforcement curtailment plays on macro-crack localization, which leads to a shift of the plastic hinge (usually at the base of piers) up to the elevation where a significant reduction of the longitudinal reinforcement takes place. From the comparison of the numerical predictions with the experimental results, as recorded during the pseudo-dynamic tests performed at the JRC, the capability from the damage model to provide accurate simulations of the seismic performance of the bridge was brought into evidence, even when the piers are difficult to simulate due to the concrete hollow section geometry and to the unusual reinforcement layout adopted in the design (as in this case).