Finite Dynamic Model for Infinite Media

Leth, John; Kuhlemeyer, Roger L.

doi:10.1061/jmcea3.0001144

Cited by 1,848 publications

(376 citation statements)

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“…8,10,12) and for ground story respect to base level (Figs. 9,11,13). The proportion between two responses of buildings built in Adapazari downtown and Maltepe soil conditions were illustrated to monitor the contribution of soil effect on the failure of RC moment resisting frame buildings (Figs.…”

Section: Resultsmentioning

confidence: 99%

“…In some conditions where it is impossible to cover the unbounded soil domain with finite elements with bounded dimensions the Substructure Method is used as an alternative. Lysmer and Kuhlemyer [9] proposed a special frequency independent viscous dashpot boundary on the interface nodes in all directions.…”

Section: Methodology Of Ssi Analysismentioning

confidence: 99%

“…These special boundary conditions such as transmitting, non-reflecting and silent boundaries absorb the wave energy. The non-reflecting viscous boundaries have been widely used for various dynamic SSI problems [9][10][11]. These boundaries must be identified far away from the structure or source of dynamic load as they are only capable to transmit plane and cylindrical waves.…”

Section: Methodology Of Ssi Analysismentioning

confidence: 99%

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Investigation of the contribution of soil conditions to damage and failure of RC structures in Adapazarı

Çağlar¹,

Garip²,

Turan³

2016

APJES

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During the 17 th August 1999 Marmara earthquake, the soil has played important role as a contributing factor in the failure of Reinforced Concrete (RC) moment resisting frame buildings built in Adapazari. In this study, the differences of contributing effects on the filure of RC buildings which were built in the soft soil such as Adapazari downtown and stiff soil such as Maltepe has been investigated. Various two dimensional soilstructure models are formed with the simulations of buildings, which had some irregularities suh as soft story, weak stoey and short column effect, and soil properties of Adapazari downtown and Maltepe. The dynamic analysis of the soil-structure models subjected to Marmara earthquake was carried out using SAP2000 software packet program. The outcomes of lateral top displacement of SSI models with respect to soil conditions were presented as graphs and the results were discussed.

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Section: Resultsmentioning

confidence: 99%

Section: Methodology Of Ssi Analysismentioning

confidence: 99%

Section: Methodology Of Ssi Analysismentioning

confidence: 99%

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Investigation of the contribution of soil conditions to damage and failure of RC structures in Adapazarı

Çağlar¹,

Garip²,

Turan³

2016

APJES

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“…Here, G stands for the shear modulus, r for the distance from the source, E oed is the oedometric modulus and h is the depth of the foundation not being modelled. At all (non-fixed) boundaries damping coefficients of ρc p for normal and ρc s for tangential direction, as in [68][69][70][71] are used. Here, ρ is the density and c p , c s , are the velocity of propagation of pressure and shear waves, respectively.…”

Section: Three-dimensional Modelmentioning

confidence: 99%

Applicability of a Three-Layer Model for the Dynamic Analysis of Ballasted Railway Tracks

Rodrigues

Dimitrovová

2021

Vibration

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In this paper, the three-layer model of ballasted railway track with discrete supports is analyzed to access its applicability. The model is referred as the discrete support model and abbreviated by DSM. For calibration, a 3D finite element (FE) model is created and validated by experiments. Formulas available in the literature are analyzed and new formulas for identifying parameters of the DSM are derived and validated over the range of typical track properties. These formulas are determined by fitting the results of the DSM to the 3D FE model using metaheuristic optimization. In addition, the range of applicability of the DSM is established. The new formulas are presented as a simple computational engineering tool, allowing one to calculate all the data needed for the DSM by adopting the geometrical and basic mechanical properties of the track. It is demonstrated that the currently available formulas have to be adapted to include inertial effects of the dynamically activated part of the foundation and that the contribution of the shear stiffness, being determined by ballast and foundation properties, is essential. Based on this conclusion, all similar models that neglect the shear resistance of the model and inertial properties of the foundation are unable to reproduce the deflection shape of the rail in a general way.

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“…The upper 0.75 m of the subgrade are represented in the model with brick elements, and the bottom 3 m are represented using an equivalent bi-dimensional viscoelastic Kelvin-Voigt foundation (Varandas, 2013). The lateral walls at the extremities of the model have local dampers to absorb impinging waves (Lysmer and Kuhlemeyer, 1969). The abutment back wall (at x 0.3 m and z < 0.0 m) and the bridge deck surface (at z 0.0 m and x > 0.3 m) were simulated using stiff spring elements in the normal directions to restrain the corresponding displacements.…”

Section: Description Of the Modelmentioning

confidence: 99%

Dynamic Behavior in Transition Zones and Long-Term Railway Track Performance

Paixão

Varandas

Fortunato

2021

Front. Built Environ.

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Transition zones between embankments and bridges or tunnels are examples of critical assets of the railway infrastructure. These locations often exhibit higher degradations rates, mostly due to the development of differential settlements, which amplify the dynamic train-track interaction, thus further accelerating the development of settlements and deteriorating track components and vehicles. Despite the technical and scientific interest in predicting the long-term behavior of transition zones, few studies have been able to develop a robust approach that could accurately simulate this complex structural response. To address this topic, this work presents a three-dimensional finite element (3D FEM) approach to simulate the long-term behavior of railway tracks at transition zones. The approach considers both plastic deformation of the ballast layer using a high-cycle strain accumulation model and the non-linearity of the dynamic vehicle-track interaction that results from the evolution of the deformed states of the track itself. The results shed some light into the behavior of transition zones and evidence the complex long-term response of this structures and its interdependency with the transient response of the train-track interaction. Aspects that are critical when assessing the performance of these systems are analyzed in detail, which might be of relevance for researchers and practitioners in the design, construction, and maintenance processes.

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Finite Dynamic Model for Infinite Media

Cited by 1,848 publications

References 0 publications

Investigation of the contribution of soil conditions to damage and failure of RC structures in Adapazarı

Investigation of the contribution of soil conditions to damage and failure of RC structures in Adapazarı

Applicability of a Three-Layer Model for the Dynamic Analysis of Ballasted Railway Tracks

Dynamic Behavior in Transition Zones and Long-Term Railway Track Performance

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