Nonlinear Soil–Abutment–Bridge Structure Interaction for Seismic Performance-Based Design

Shamsabadi, Anoosh; Rollins, Kyle M.; Kapuskar, Mike

doi:10.1061/(asce)1090-0241(2007)133:6(707)

Cited by 187 publications

(91 citation statements)

References 14 publications

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“…In this study, the "hardening soil" (HS) model available in Plaxis for both two-and three-dimensional FE simulations was chosen, because the HS model was observed to provide results that were more consistent with field test measurements than the The aforementioned limit equilibrium model is the log-spiral-hyperbolic (LSH) model described in Shamsabadi et al [7]. The LSH model is a plane-strain model that utilizes a kinematic hypothesis regarding the shape (a log-spiral curve) of the soil failure surface(s).…”

Section: Constitutive Model For the Backfillmentioning

confidence: 99%

“…3, wherein the abutment reaction is decomposed into its normal and tangential components relative to the backwall. In the absence of skew, significant soil-backwall interaction occurs only in the normal direction, whereas both D DAVID PUBLISHING directions Moreover, superstructu the skew a translations Significant efforts have been undertaken to characterize the nonlinear load-deformation characteristics of non-skew abutments having cohesive and granular backfills [7,8]. The current inventory of test data that can be directly applied to develop design guidelines is limited to non-skew backwalls (α = 0), backfill materials consisting of well-compacted clay or silty sand of varying relative density, and backfill heights of 1.7 and 2.4 m (for an overview, for example, Ref.…”

Section: Introductionmentioning

confidence: 99%

“…The current inventory of test data that can be directly applied to develop design guidelines is limited to non-skew backwalls (α = 0), backfill materials consisting of well-compacted clay or silty sand of varying relative density, and backfill heights of 1.7 and 2.4 m (for an overview, for example, Ref. [7]. This inventory only captures abutment-soil response in the normal direction and for zero skew-angle.…”

Section: Introductionmentioning

confidence: 99%

“…Results from these numerical models-namely, FE models developed using Plaxis [9], and a limit equilibrium model, dubbed Log-Spiral Hyperbolic (LSH), by Shamsabadi et al [7]-are compared to each other, and are validated using data from a full-scale field test. Based on parametric studies using the validated numerical models, a simple relationship is devised using regression techniques, which quantifies the effects of the skew angle on the lateral load-displacement backbone curve (and, incidentally, the lateral capacity).…”

Section: Introductionmentioning

confidence: 99%

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On the Lateral Behavior of the Backfill of a Skew Abutment

Nojoumi¹,

Zirakian²

2018

JCEA

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It is generally accepted that the interaction between a bridge and its abutment's backfill soil is highly nonlinear, especially under a strong earthquake loading that contains a velocity pulse. For bridges with skew abutments, the superstructure-abutment interaction can dominate the overall bridge performance. This study puts forth a new approach for predicting the lateral capacity of a skew abutment using verified high-fidelity three-dimensional continuum finite element (FE) models. The core idea is that the lateral capacity of a straight abutment is bounded from above and below by that of the abutment of a skew bridge that has the same deck-width, and that of another skew bridge (with the same angle) that has the same backwall length as the original/straight bridge, respectively. This postulation is then used in reverse to estimate the lateral capacity of a skew abutment, given the capacity of a straight but otherwise identical one with an arbitrary length. In prior research, the latter information had already been obtained in closed-form expressions that use physical parameters, such as backfill cohesion, internal friction angle and density, backwall height, and backwall-backfill friction angle. The approach presented here is constrained by the assumption that bridge deck will not rotate during loading. While this assumption is generally violated in a strong earthquake-because a skew bridge will tend to rotate, especially if its in-plane torsional rigidity is low, the model presented does serve as an anchor for parameterizing more advanced (e.g., macro-element plasticity) models that allow rotation, and also as fully parametric lateral response models for torsionally stiff (i.e., multi-span, multi-bent) skew bridges.

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Section: Constitutive Model For the Backfillmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

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On the Lateral Behavior of the Backfill of a Skew Abutment

Nojoumi¹,

Zirakian²

2018

JCEA

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“…For instance, the literature refers to much research [e.g. 19,20,21] on the vulnerability of different types of structures to earthquake loads. Structures, especially bridges that have a long lifetime can also be vulnerable to environmental factors.…”

Section: Introductionmentioning

confidence: 99%

A New Method for Quantifying the Contribution of Different Critical Agents to Railway Bridge Deterioration

Aflatooni¹,

Chan²,

Thambiratnam³

Civil-Comp Proceedings

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Railway Bridges deteriorate over time due to different critical factors including, flood, wind, earthquake, collision, and environment factors, such as corrosion, wear, termite attack, etc. In current practice, the contributions of the critical factors, towards the deterioration of railway bridges, which show their criticalities, are not appropriately taken into account. In this paper, a new method for quantifying the criticality of these factors will be introduced. The available knowledge as well as risk analyses conducted in different Australian standards and developed for bridgedesign will be adopted. The analytic hierarchy process (AHP) is utilized for prioritising the factors. The method is used for synthetic rating of railway bridges developed by the authors of this paper. Enhancing the reliability of predicting the vulnerability of railway bridges to the critical factors, will be the significant achievement of this research.

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Root reinforcement of soils under compression

et al. 2015

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It is well recognized that roots reinforce soils and that the distribution of roots within vegetated hillslopes strongly influences the spatial distribution of soil strength. Previous studies have focussed on the contribution of root reinforcement under conditions of tension or shear. However, no systematic investigation into the contribution of root reinforcement to soils experiencing compression, such as the passive Earth forces at the toe of a landslide, is found in the literature. An empirical-analytical model (CoRoS) for the quantification of root reinforcement in soils under compression is presented and tested against experimental data. The CoRoS model describes the force-displacement behavior of compressed, rooted soils and can be used to provide a framework for improving slope stability calculations. Laboratory results showed that the presence of 10 roots with diameters ranging from 6 to 28 mm in a rectangular soil profile 0.72 m by 0.25 m increased the compressive strength of the soil by about 40% (2.5 kN) at a displacement of 0.05 m, while the apparent stiffness of the rooted soil was 38% higher than for root-free soil. The CoRoS model yields good agreement with experimentally determined values of maximum reinforcement force and compression force as a function of displacement. These results indicate that root reinforcement under compression has a major influence on the mechanical behavior of soil and that the force-displacement behavior of roots should be included in analysis of the compressive regimes that commonly are present in the toe of landslides.

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Nonlinear Soil–Abutment–Bridge Structure Interaction for Seismic Performance-Based Design

Cited by 187 publications

References 14 publications

On the Lateral Behavior of the Backfill of a Skew Abutment

On the Lateral Behavior of the Backfill of a Skew Abutment

A New Method for Quantifying the Contribution of Different Critical Agents to Railway Bridge Deterioration

Root reinforcement of soils under compression

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