Abstract
The scopes of this work are to study the mechanisms of load transfer and the deformations of the ground during slurry trenching and concreting in dry sand and to evaluate their effects on service structural loads, wall deflections and ground displacements behind the wall caused by subsequent excavation. A series of three-dimensional finite element analyses was carried out modelling the installation of diaphragm walls consisting of panels of different length. The soil was modelled as either linearly elastic-perfectly plastic or incrementally non-linear (hypoplastic) with elastic strain range. Plane strain analyses of diaphragm walls of identical cross section were also carried out in which wall installation was either modelled or the wall was wished in place (WIP). The analyses predict ground movements consistent with the experimental observations both in magnitude and trend. The results also show that the maximum horizontal wall deflections and structural loads reduce with increasing panel aspect ratio towards a minimum which is about twice the value computed for WIP analyses. Panel aspect ratios should be larger than about three to take advantage of the three-dimensional effects. The pattern and magnitude of surface vertical displacements obtained from linearly elastic-perfectly plastic analyses, no matter whether three- or two-dimensional, are unrealistic.
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Abbreviations
- B :
-
Excavation width
- c′:
-
Shear strength at zero effective stress
- E :
-
Young’s modulus
- e c0 :
-
Critical void ratio at zero pressure
- e d0 :
-
Minimum void ratio at zero pressure
- e i0 :
-
Maximum void ratio at zero pressure
- G :
-
Shear modulus
- G sec :
-
Mobilised secant shear modulus
- h :
-
Excavation depth
- H :
-
Total wall height
- h c :
-
Critical depth
- h s :
-
Granulate hardness
- K 0 :
-
Coefficient of earth pressure at rest
- K a :
-
Active earth pressure coefficient
- K p :
-
Passive earth pressure coefficient
- L :
-
Panel length
- M :
-
Bending moment
- m R, m T :
-
Ratios of characteristic stiffness
- N :
-
Axial load in the prop
- n :
-
Exponent regulating the decrease of voids ratio with mean effective stress
- p′:
-
Mean effective stress
- q, q 0 :
-
Deviatoric stress and initial deviatoric stress
- R :
-
Size of elastic range
- t :
-
Panel thickness
- u :
-
Horizontal displacement orthogonal to the wall
- w :
-
Vertical displacement
- x :
-
Distance from the centre of the primary panel along the wall
- y :
-
Distance from the edge of the trench orthogonal to the wall
- z :
-
Depth below ground level
- Z :
-
Thickness of sand layer
- α, β:
-
Exponents in scalar factors accounting for barotropy and picnotropy
- βR, χ:
-
Exponents regulating transition between different deformation modes
- εs, εs0 :
-
Shear strain and initial shear strain
- εv :
-
Volume strain
- γ:
-
Soil bulk unit weight
- γb :
-
Unit weight of bentonite slurry
- γc :
-
Unit weight of fresh concrete
- φ′:
-
Peak friction angle
- \( \varphi^{\prime }_{\text{c}} \) :
-
Critical friction angle
- \( \sigma^{\prime }_{\text{h}} \) :
-
Horizontal effective stress
- \( \sigma^{\prime }_{\text{v}} \) :
-
Vertical effective stress
- ψ:
-
Angle of dilatancy
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Acknowledgments
The work described in this paper was prompted by the construction of some of the new stations of Napoli Underground; the Authors wish to express their gratitude to Alessandro Mandolini for creating the opportunity to work together, for his many valuable comments, energy and general support. The routine for the extended hypoplastic model was provided by Ivo Herle while precious advise on the numerical modelling was given by Claudio Tamagnini.
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Conti, R., de Sanctis, L. & Viggiani, G.M.B. Numerical modelling of installation effects for diaphragm walls in sand. Acta Geotech. 7, 219–237 (2012). https://doi.org/10.1007/s11440-011-0157-0
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DOI: https://doi.org/10.1007/s11440-011-0157-0