Download PDF by Yi Hong, Lizhong Wang: Deformation and Failure Mechanism of Excavation in Clay
By Yi Hong, Lizhong Wang
This booklet offers the most recent experimental and numerical research paintings within the box of flooring deformation and base instability of deep excavations in smooth clay subjected to hydraulic uplift. The authors’ most recent examine findings, in line with dimensional analyses, well-instrumented full-scale box checks, systematic coupled-consolidation finite aspect analyses and centrifuge assessments are mentioned. This ebook indicates tips to systematically method a posh geotechnical challenge, from making a choice on latest 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
References Addenbrooke TI, Potts DM, Dabee B (2000) Displacement flexibility number for multi-propped retaining wall design. J Geotech Geo-environ eng 126(8):718–726 Bolton MD, Powire W (1988) The behaviour of diaphragm walls in clay prior to collapse. Géotechnique 38(2):167–189 Clough, GW, O’Rourke TD (1990) Construction induced movements of in situ walls. Proc. Design and Performance of Earth Retaining Structure, ASCE Special Conference, Ithaca, New York, pp. 439–470 Clough GW, Reed MW (1984).
Besides, to assist with the design of prop loads, it will be useful to establish an apparent earth pressure envelope for excavations, based on extensive ﬁeld measurements. In an attempt to address the aforementioned issues regarding excavations in Shanghai, a multi-propped excavation in a greenﬁeld site in Shanghai clay was closely monitored at a typical diaphragm wall panel that was heavily instrumented. The monitoring programme include measurement of lateral wall displacements, lateral ground displacements, surface ground settlements, earth pressures, pore water pressures and prop loads.
5 m below the ground surface. The vertical movements of settlement markers were measured by levelling with reference to a benchmark socket located 100 m (7He) behind the wall, approximately. To monitor the effects of basal heave in the centre of the excavation, one marker (V4) was installed on top of the central column opposite Panel 4. 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.
Deformation and Failure Mechanism of Excavation in Clay Subjected to Hydraulic Uplift by Yi Hong, Lizhong Wang