Seismic lateral movement prediction for gravity retaining walls on granular soils

Tiznado, Juan Carlos; Rodriguez-Roa, F

doi:10.1016/j.soildyn.2010.09.008

Cited by 30 publications

(11 citation statements)

References 18 publications

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“…However, as the chosen HSsmall 10 model is (almost) linear at very small strain with no hysteretic damping (see Fig. 4(a)), a viscous damping, which is frequency dependent, is used in the present study [38]. The viscous damping has been considered by using the Rayleigh damping formulation and is given by:…”

Section: Ref mentioning

confidence: 99%

“…Richards and Elms [28] proposed an analytical solution by extending the Newmark sliding block method [29] to estimate the displacement of a retaining wall during an earthquake. Many researchers like [30][31][32][33][34][35][36][37][38][39][40][41] have also provided analytical, experimental, and numerical work based on the Newmark sliding block method and thereby applying the displacement-based approach to compute the displacement and rotation of a retaining wall under seismic loading; and as such assessing the stability of retaining structures based on allowable displacement.…”

Section: Introductionmentioning

confidence: 99%

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A finite element performance-based approach to correlate movement of a rigid retaining wall with seismic earth pressure

Bakr

Ahmad

2018

Soil Dynamics and Earthquake Engineering

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The paper presents a unique finite element model-based investigation and development of a relationship between the seismic active and passive earth pressure and the movement of a rigid retaining wall. A hardening soil with small strain model with consideration of the Rayleigh damping has been adopted for modelling soil. Validation of the finite element model has been carried out by using centrifuge test results already available in the literature. Unique design charts have been proposed highlighting the relationship between the seismic earth pressure and the wall movement. It is observed that the seismic active earth pressure is independent of the seismic input motion and hence does not depend upon the wall movement during an earthquake, while on the contrary the seismic passive earth pressure is significantly affected by it. Comparison of the results of the present study with the Mononobe-Okabe and pseudo-dynamic methods clearly highlights that the latter overestimates the seismic earth pressure. The proposed design charts and other results provide an important cue to the design engineers.

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Section: Ref mentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

A finite element performance-based approach to correlate movement of a rigid retaining wall with seismic earth pressure

Bakr

Ahmad

2018

Soil Dynamics and Earthquake Engineering

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“…Soil parameters for medium sands and clayey silt used in the example are accordingly modified but based on those found in the literature [5]. Material properties along with the model parameters for each layer are specified in Table 2.…”

Section: Methodsmentioning

confidence: 99%

Assessment of Susceptibility to Liquefaction of Saturated Road Embankment Subjected to Dynamic Loads

Borowiec

Maciejewski

2014

Studia Geotechnica Et Mechanica

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Liquefaction has always been intensely studied in parts of the world where earthquakes occur. However, the seismic activity is not the only possible cause of this phenomenon. It may in fact be triggered by some human activities, such as constructing and mining or by rail and road transport.In the paper a road embankment built across a shallow water reservoir is analyzed in terms of susceptibility to liquefaction. Two types of dynamic loadings are considered: first corresponding to an operation of a vibratory roller and second to an earthquake.In order to evaluate a susceptibility of soil to liquefaction, a factor of safety against triggering of liquefaction is used (FS Triggering ). It is defined as a ratio of vertical effective stresses to the shear stresses both varying with time. For the structure considered both stresses are obtained using finite element method program, here Plaxis 2D. The plastic behavior of the cohesionless soils is modeled by means of Hardening Soil (HS) constitutive relationship, implemented in Plaxis software.As the stress tensor varies with time during dynamic excitation, the FS Triggering has to be calculated for some particular moment of time when liquefaction is most likely to occur. For the purposes of this paper it is named a critical time and established for reference point at which the pore pressures were traced in time. As a result a factor of safety distribution throughout embankment is generated.For the modeled structure, cyclic point loads (i.e., vibrating roller) present higher risk than earthquake of magnitude 5.4. Explanation why considered structure is less susceptible to earthquake than typical dam could lay in stabilizing and damping influence of water, acting here on both sides of the slope.Analogical procedure is applied to assess liquefaction susceptibility of the road embankment considered but under earthquake excitation. Only the higher water table is considered as it is the most unfavorable.Additionally the modified factor of safety is introduced, where the dynamic shear stress component is obtained at a time step when its magnitude is the highest -not necessarily at the same time step when the pore pressure reaches its peak (i.e., critical time). This procedure provides a greater margin of safety as the computed factors of safety are smaller.Method introduced in the paper presents a clear and easy way to locate liquefied zones and estimate liquefaction susceptibility of the subsoil -not only in the road embankment.

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“…Richards and Shi (1994) presented a plasticity-based solution to calculate seismic lateral earth pressure limited to vertical walls retaining horizontal c-φ backfill. Due to the complexity of the soil-wall interaction, numerical techniques have recently been adopted to compute the seismic earth pressure against a retaining wall (Al-Homoud and Whitman, 1994;Gazetas et al, 2004;Psarropoulos et al, 2005;Madabhushi and Zeng, 2007;Tiznado and Rodriguez-Roa, 2011). However, numerical modeling is generally costly, time consuming and difficult to implement.…”

Section: Introductionmentioning

confidence: 99%

Active static and seismic earth pressure for c–φ soils

Iskander

Chen

Omidvar

et al. 2013

Soils and Foundations

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Rankine classic earth pressure solution has been expanded to predict the seismic active earth pressure behind rigid walls supporting c-φ backfill considering both wall inclination and backfill slope. The proposed formulation is based on Rankine's conjugate stress concept, without employing any additional assumptions. The developed expressions can be used for the static and pseudo-static seismic analyses of c-φ backfill. The results based on the proposed formulations are found to be identical to those computed with the Mononobe-Okabe method for cohesionless soils, provided the same wall friction angle is employed. For c-φ soils, the formulation yields comparable results to available solutions for cases where a comparison is feasible. Design charts are presented for calculating the net active horizontal thrust behind a rigid wall for a variety of horizontal pseudo-static accelerations, values of cohesion, soil internal friction angles, wall inclinations, and backfill slope combinations. The effects of the vertical pseudo-static acceleration on the active earth pressure and the depth of tension cracks have also been explored. In addition, examples are provided to illustrate the application of the proposed method.

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Seismic lateral movement prediction for gravity retaining walls on granular soils

Cited by 30 publications

References 18 publications

A finite element performance-based approach to correlate movement of a rigid retaining wall with seismic earth pressure

A finite element performance-based approach to correlate movement of a rigid retaining wall with seismic earth pressure

Assessment of Susceptibility to Liquefaction of Saturated Road Embankment Subjected to Dynamic Loads

Active static and seismic earth pressure for c–φ soils

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