Download Deformation and Failure Mechanism of Excavation in Clay by Yi Hong, Lizhong Wang PDF

By Yi Hong, Lizhong Wang

This publication offers the newest experimental and numerical research paintings within the box of floor deformation and base instability of deep excavations in gentle clay subjected to hydraulic uplift. The authors’ newest study findings, in response to dimensional analyses, well-instrumented full-scale box assessments, systematic coupled-consolidation finite point analyses and centrifuge exams are suggested. This ebook exhibits the best way to systematically process a fancy geotechnical challenge, from deciding upon current difficulties, reviewing literature, to dimensional and numerical analyses, validation via full-scale trying out and centrifuge version checking out. The methodologies also are brought as significant instruments followed in geotechnical research.

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Additional resources for Deformation and Failure Mechanism of Excavation in Clay Subjected to Hydraulic Uplift

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Géotechnique 29(1):35–46 Moormann C (2004) Analysis of wall and ground movements due to deep excavations in soft soil based in a new worldwide database. Soils Found 44(1):87–98 Ng CWW (1998) Observed performance of multi-propped excavation in stiff clay. J Geotech Geoenviron Eng, ASCE 124(9):889–905 Ng CW (1999) Stress paths in relation to deep excavations. J Geotech Geoenviron Eng, ASCE, 124(5):357–363 O’Rourke TD (1981) Ground movements caused by braced excavations. J Geotech Geoenviron. Eng, ASCE, 107(9):1159–1178 O’Rourke TD (1993) Base stability and ground movement prediction for excavations in soft clay.

5, seven vibrating wire earth pressure cells (EP) were installed at each side of Panel 4 to measure the lateral total earth pressures at the soil-wall interface. Each earth pressure cell was accompanied by one pneumatic piezometer (PP), which was located at the same elevation as the EPs, to measure corresponding pore pressures. Each EP and PP was connected to an air cylinder, which was fixed to the reinforcement cage before lowering it into a slurry trench. Initial readings of EPs and PPs were monitored when the instruments were lowered into the slurry trench.

The vertical movement of V4 was measured in the same way as that of settlement markers. It should be noted that the central column was socketed 2 m into a cast-in-place pile. , 40 m), measured heave of column should have included the constraints imposed by the pile. During the construction of Panel 4, the EPs and PPs located at the soil-wall interface were installed during concreting. All other instruments were installed after the construction of Panel 4 but prior to the main excavation. 4. , P5, P6 and P7 as shown in Fig.

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