Development of fragility functions for geotechnical constructions: Application to cantilever retaining walls |
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| Institution: | 1. Department of Civil Engineering, Aristotle University of Thessaloniki, Greece;2. Department of Structural Engineering, Norwegian University of Science and Technology, NTNU, Trondheim, Norway;3. Norwegian Geotechnical Institute, Oslo, Norway;1. Department of Civil Engineering, University of Bristol, UK;2. Telematic University of Naples, Pegaso, Italy;3. Department of Engineering, University of Sannio, Italy;4. Department of Civil and Environmental Engineering, University of Naples Federico II, Italy;5. Department of Civil Engineering, University of Patras, Greece;6. Department of Civil and Environmental Engineering, University of California at Los Angeles, UCLA, USA;2. Protective Design & Security, Thornton Tomasetti, Washington, DC, USA;1. ByrneLooby Partners Ltd, UK;2. Dept. of Civil Engineering, Aristotle University of Thessaloniki, Greece;3. Dept. of Civil and Environmental Engineering, University of Surrey, UK;4. Winter Associates, Midlothian, UK;1. EDF R&D, Lab Paris-Saclay, 7 Bvd Gaspard Monge, Palaiseau, France;2. IMSIA, UMR CNRS-EDF-CEA-ENSTA ParisTech, Université Paris-Saclay, France;3. Wölfel Engineering, Max-Planck-Str. 15, Höchberg, Germany;4. EDF UTO, 1 avenue de l''Europe, Montevrain, France |
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| Abstract: | Fragility curves constitute an emerging tool for the seismic risk assessment of all constructions at risk. They describe the probability of a structure being damaged beyond a specific damage state for various levels of ground shaking. They are usually represented as two-parameter (median and log-standard deviation) cumulative lognormal distributions. In this paper a numerical approach is proposed for the construction of fragility curves for geotechnical constructions. The methodology is applied to cantilever bridge abutments on surface foundation often used in road and railway networks. The response of the abutment to increasing levels of seismic intensity is evaluated using a 2D nonlinear FE model, with an elasto-plastic criterion to simulate the soil behavior. A calibration procedure is followed in order to account for the dependency of both the stiffness and the damping on the soil strain level. The effect of soil conditions and ground motion characteristics on the global soil and structural response is taken into account considering different typical soil profiles and seismic input motions. The objective is to assess the vulnerability of the road network as regards the performance of the bridge abutments; therefore, the level of damage, is described in terms of the range of settlement that is observed on the backfill. The effect of backfill material to the overall response of the abutment wall is also examined. The fragility curves are estimated based on the evolution of damage with increasing earthquake intensity. The proposed approach allows the evaluation of new fragility curves considering the distinctive features of the structure geometry, the input motion and the soil properties as well as the associated uncertainties. The proposed fragility curves are verified based on observed damage during the 2007 Niigata-Chuetsu Oki earthquake. |
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