Effective Stress Analysis of Quay Walls During the 2011 East Japan Earthquake

Tashiro, Soichi

doi:10.1007/978-3-319-62069-5_13

Cited by 3 publications

(1 citation statement)

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“…[7]. Fully coupled dynamic consolidation analysis has been carried out by Madabushi and Zeng [31] for gravity walls; by Alyami et al [1], Iai and coworkers et al [23][24][25] and Tashiro [48], who considered different types of quay walls with the main objective of modeling the occurrence of dynamic liquefaction; by Morigi et al [35] and Wang et al [49], who analyzed excavations supported by cantilevered or anchored diaphragm walls in saturated sands.…”

Section: Introductionmentioning

confidence: 99%

On the effects of pore water pressure buildup and dissipation on the seismic performance of a propped r.c. diaphragm wall in sand

2020

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The study concerns the analysis of a retaining structure composed by a couple of r.c. diaphragm walls propped at the crest in loose and medium-dense, variably saturated sand under seismic conditions. Fully coupled dynamic equilibrium conditions and pore water flow in the porous soil have been taken into account, in order to assess the effects that the development and subsequent dissipation of excess pore water pressures can have on the performance of such structures under seismic conditions. To this end, a series of simulations in which the saturated soil permeability is varied of about two orders of magnitude has been carried out, in order to consider different evolution rates for the dynamic consolidation process. The von Wolffersdorff hypoplastic model and the van Genuchten water retention equation have been used to describe the mechanical and hydraulic behavior of the sand. The results obtained in a large series of finite element simulations show a significant dependence of the seismic performance of the structure evaluated in terms of permanent rotations and structural loads, in view of the modern performance-based design criteria on the excess pore pressures buildup during the seismic shaking and on its dissipation with time. For the particular seismic input considered, neither fully drained nor fully undrained conditions can be considered applicable in most of the cases considered. In such conditions, the quantitative assessment of wall and soil displacements, pore water pressures and effective stress distributions within the soil requires necessarily the solution of a fully coupled, nonlinear dynamic consolidation problem.

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