Abstract
The dynamic response and seismic performance of bridges may be appreciably affected by numerous contributing factors, with soil–structure interaction being the dominant exogenous influence. The most familiar form is the so-called soil–pile interaction, but embankment–abutment interaction is also documented through field observations and analytical investigations, particularly evident in integral R.C. bridges. Recent studies have shown that this form of interaction may significantly alter the bridge response and should be taken into account during design and assessment, especially in the case of typical highway overcrossings that have abutments supported on earth embankments. In light of this emerging problem and in order to facilitate quantitative estimates of the interaction effects, the question of appropriate modeling and seismic assessment of R.C. integral bridges is the main object of the present paper. Based on already established procedures to account for soil–structure interaction, a new approach is proposed to model the contribution of the embankment, the bent and the abutments to the overall bridge response. Furthermore, the capacity curve of the entire bridge system is evaluated through the implementation of Incremental Dynamic Analysis (IDA), therefore allowing for seismic assessment of the complex superstructure–foundation system with well established displacement based procedures. Using as a benchmark case two typical instrumented U.S. highway bridges located in California, the proposed method is implemented and provided results from this analysis are correlated successfully with available field data. Results obtained from the analysis indicate excessive displacement demands for the entire bridge–embankment system owing to the embankment contribution and the soil degradation under increasing shear strains. Furthermore, seismic performance is strongly related to the central bent deformation capacity, with soil–pile interaction effects being of critical importance.
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Abbreviations
- u(x, y):
-
Embankment displacements as a function of x and y coordinates
- ρ, G(z):
-
Soil density and Soil shear modulus as a function of depth z
- B c , L c :
-
Effective Embankment Crest Width, Embankment Critical Length
- H, L :
-
Embankment Height, Embankment Length
- f s , D :
-
Pile skin resistance, Pile diameter
- x, y, z :
-
Transverse, Longitudinal and Vertical axes (Embankment model)
- \({\Phi ({y,z})}\) :
-
Deformation shape as a function of y and z coordinates (Embankment model)
- \({M_{\rm tot}^\ast , K_{\rm tot}^\ast , C_{\rm tot}^\ast}\) :
-
Generalized mass, Stiffness and Damping Coefficient (for the generalized SDOF representation of the Embankment)
- \({\Im_{\rm tot}^\ast , \xi}\) :
-
Generalized system excitation factor, damping ratio of the consistently-linearized Embankment model
- Y(t):
-
A time dependent generalized coordinate (Embankment model)
- u g :
-
Imposed ground displacements
- M center, M edge :
-
Deck mass (center), Deck mass (edge) (Deck–pier–abutment substructure model)
- M emb, C emb :
-
Embankment lumped mass attached on the deck, lumped damper property attached on the deck to represent the embankment contribution (Deck–pier–abutment substructure model)
- K deck, K bent, K abut K emb :
-
Deck stiffness, Bent stiffness, Abutment stiffness and Embankment stiffness contributions to the deck–pier–abutment substructure model.
- u tot, u 1, α 1 :
-
Total transverse displacements, Bent relative transverse displacements, Bent–abutment displacement ratio
- u y , u D , μ d :
-
Apparent Yield Displacement, Displacement Demand, Displacement ductility (bridge–embankment system)
- \({p_l ,p_{s,\rm vol}^h , P/{A_g f_c}}\) :
-
Longitudinal reinforcement ratio, transverse volumetric steel ratio of the column cross-section, axial load ratio.
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Kotsoglou, A.N., Pantazopoulou, S.J. Assessment and modeling of embankment participation in the seismic response of integral abutment bridges. Bull Earthquake Eng 7, 343–361 (2009). https://doi.org/10.1007/s10518-009-9103-z
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DOI: https://doi.org/10.1007/s10518-009-9103-z