Evaluation of Extent of Damage to Geogrid Reinforced Soil Walls Subjected to Earthquakes

Izawa, Jun; Kuwano, J.

doi:10.3208/sandf.51.945

Cited by 24 publications

(8 citation statements)

References 20 publications

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“…Therefore, it should be noted that the employed assumption yields a conservative displacement evaluation because eŠect of progressive failure is rather simpliˆed than the observed behaviors. Similar investigation on the threshold conditions of GRS walls has been also discussed by Izawa et al (2008). They proposed a shear strain of 3z as the threshold conditions for the initiation of failure plane formation based on the results from centrifuge tilting model tests with a backˆll layer consisting of Toyoura sand having relative density of about 80z.…”

Section: Judgment Of Failure Plane Formation (Step 2)mentioning

confidence: 93%

Simplified Procedure to Evaluate Earthquake-Induced Residual Displacement of Geosynthetic Reinforced Soil Retaining Walls

Nakajima

Koseki

Watanabe

et al. 2010

Soils and Foundations

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Based on a series of shaking table model tests, it was found that the eŠects of 1) subsoil and backˆll deformation, 2) failure plane formation in backˆll, and 3) pullout resistance mobilized by the reinforcements on the seismic behaviors of the geosynthetic reinforced soil retaining walls (GRS walls) were signiˆcant. These eŠects cannot be taken into account in the conventional pseudo-static based limit equilibrium analyses or Newmark's rigid sliding block analogy, which are usually adopted as the seismic design procedure. Therefore, this study attempts to develop a simpliˆed procedure to evaluate earthquake-induced residual displacement of GRS walls by re‰ecting the knowledge on the seismic behaviors of GRS walls obtained from the shaking table model tests.In the proposed method, 1) the deformation characteristics of subsoil and backˆll are modeled based on the model test results and 2) the eŠect of failure plane formation is considered by using residual soil strength after the failure plane formation while the peak soil strength is used before the failure plane formation, and 3) the eŠect of the pullout resistance mobilized by the reinforcement is also introduced by evaluating the pullout resistance based on the results from the pullout tests of the reinforcements. By using the proposed method, simulations were performed on the shaking table model test results conducted under a wide variety of testing conditions and good agreements between the calculated and measured displacements were observed.

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Section: Judgment Of Failure Plane Formation (Step 2)mentioning

confidence: 93%

Simplified Procedure to Evaluate Earthquake-Induced Residual Displacement of Geosynthetic Reinforced Soil Retaining Walls

Nakajima

Koseki

Watanabe

et al. 2010

Soils and Foundations

View full text Add to dashboard Cite

show abstract

“…Inclined model experiments can apply a horizontal force to the model statically, which is the same condition as that assumed in the pseudo-static analysis used for ordinary seismic designs. According to Izawa et al [1], RSWs subjected to seismic loading show almost the same deformation mode as those subjected to pseudo-static horizontal loading. However, in the past research, the behaviour of RSWs with leakage of backfill material has not been fully understood; thus, evaluation of the performance of them remains an open research problem.…”

Section: Introductionmentioning

confidence: 92%

Inclined model experiment and discrete element method simulation of reinforced soil wall with leakage of backfill material

et al. 2019

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In this study, a series of inclined model experiments were conducted to investigate the behaviour of reinforced soil walls with leakage of backfill material. The experimental results were simulated by discrete element method (DEM). From the results of the inclined model experiments, it was confirmed that the tensile force in the reinforcement near the wall facing decreased due to the leakage of the backfill material, while decreasing the horizontal resistance of the reinforced soil wall remarkably. The leakage behaviour observed in the experiment was simulated using DEM. From the results of the DEM simulation, the calculated displacement pattern was found to be roughly similar to that obtained in the experiment. During leakage of the backfill material, an area without normal contact forces was generated at the lower end and this area developed toward the upper side. Such a change in normal contact forces affects the behaviour of a geogrid, in particular the disappearance of normal contact forces weakens the interlocking between the geogrid and the soil. This observation agrees with the experimental finding that the strain of the geogrid decreased in the area near the back of the wall facing.

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“…In Japan, in the seismic design of earthen road structures and the corresponding retaining walls, the dynamic load from the earthquake ground motion is replaced by the equivalent static horizontal force in order to perform steady-state calculations. In this test, the horizontal force that represents the seismic force was introduced to the model by inclining the soil chamber [3]. The magnitude of the horizontal force was represented by the horizontal seismic intensity, kh, in the inclined model experiment.…”

Section: Inclined Model Experiments Of Lcbw and Numerical Simulation 2mentioning

confidence: 99%

Seismic behaviour of a large-scale concrete-block retaining wall

et al. 2019

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In this study, an inclined model experiment and finite element analyses were conducted to evaluate the failure mode and seismic response of a dry-type large-scale concrete-block retaining wall (LCBW). In the experiment, the objective was to reproduce the sliding between concrete blocks that was observed in past cases LCBW damage in order to characterise the behaviour until failure. A numerical simulation corresponding to the experimental conditions was conducted by the finite element method (FEM). Dynamic analyses were also performed by FEM to investigate the seismic response of the concrete blocks under various ground conditions. The experimental results revealed that slip between the concrete blocks caused brittle failure of the LCBW. In the FEM simulation, the joint elements reproduced the experimentally observed sliding between the concrete blocks. A dynamic simulation of the full-scale model revealed that significant sliding and rocking of the concrete block occur in a dry-type LCBW. These findings indicate that stress concentration may occur at the heels of the concrete blocks during an earthquake.

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Evaluation of Extent of Damage to Geogrid Reinforced Soil Walls Subjected to Earthquakes

Cited by 24 publications

References 20 publications

Simplified Procedure to Evaluate Earthquake-Induced Residual Displacement of Geosynthetic Reinforced Soil Retaining Walls

Simplified Procedure to Evaluate Earthquake-Induced Residual Displacement of Geosynthetic Reinforced Soil Retaining Walls

Inclined model experiment and discrete element method simulation of reinforced soil wall with leakage of backfill material

Seismic behaviour of a large-scale concrete-block retaining wall

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