Abstract
Abstract This paper analyzes two approaches to serviceability limit state (SLS) verification for the deep excavation boundary value problem. The verification is carried out by means of the finite element (FE) method with the aid of the commercial program ZSoil v2014. In numerical simulations, deep excavation in non-cohesive soil is supported with a diaphragm wall. In the first approach, the diaphragm wall is modeled with the Hookean material assuming reduced average stiffness and possible concrete cracking. The second approach is divided into two stages. In the first stage, the wall is modeled by defining its stiffness with the highest nominal Young’s modulus. The modulus makes it possible to find design bending moments which are used to compute the minimal design cross-section reinforcement for the retaining structure. The computed reinforcement is then used in a non-linear structural analysis which is viewed as the “actual” SLS verification. In the second part, the paper examines the same boundary value problem assuming that the excavation takes place in quasi-impermeable cohesive soils, which are modeled with the Hardening Soil model. This example demonstrates the consequences of applying the steady-state type analysis for an intrinsically time-dependent problem. The results of this analysis are compared to the results from the consolidation-type analysis, which are considered as a reference. For both analysis types, the two-phase formulation for partially- saturated medium, after Aubry and Ozanam, is used to describe the interaction between the soil skeleton and pore water pressure.
Highlights
Deep excavations in urban areas generally result in ground movements that can induce significant damage to adjacent buildings and services
The goal of this paper is to examine two approaches to serviceability limit state (SLS) verification for the deep excavation boundary value problem
The diaphragm wall is modeled with the Hookean material assuming reduced average stiffness due to possible concrete cracking
Summary
Deep excavations in urban areas generally result in ground movements that can induce significant damage to adjacent buildings and services. Changes in the vertical stress relief associated with an excavation cause soil deformations and associated wall deflections This induces surface settlements – even if the retaining walls are prevented from moving horizontally – and deep-seated inward displacements of the walls that cannot be controlled by the struts or anchors that are installed within the excavation itself (Burland et al [6]). A rigorous soil–structure interaction analysis should include an adequate choice of constitutive laws describing both soil and structural elements, a reliable selection of parameters, as well as the adoption of the correct type of analysis (i.e., time-dependent effects) These elements make the analysis of static soilstructure interaction problems – with reference to serviceability limit states – one of the most challenging tasks in modern geotechnical engineering
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