Evaluation of K 0 in stiff clay by back-analysis of convergence measurements from unsupported cylindrical cavity
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- 作者：J. Rott ; D. Ma?ín ; J. Bohá? ; M. Krupi?ka ; T. Mohyla
- 关键词：Clay ; Coefficient of earth pressure at rest ; Hypoplasticity ; Overconsolidation ; Stiffness anisotropy ; Tunnel
- 刊名：Acta Geotechnica
- 出版年：2015
- 出版时间：December 2015
- 年：2015
- 卷：10
- 期：6
- 页码：719-733
- 全文大小：2,811 KB
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D. Ma?ín (1)
J. Bohá? (1)
M. Krupi?ka (1)
T. Mohyla (1)
1. Institute of Hydrogeology, Engineering Geology and Applied Geophysics, Charles University in Prague, Albertov 6, 12843, Prague 2, Czech Republic - 刊物类别：Engineering
- 刊物主题：Continuum Mechanics and Mechanics of Materials
Geotechnical Engineering
Soil Science and Conservation
Granular Media
Structural Mechanics - 出版者：Springer Berlin / Heidelberg
- ISSN：1861-1133
文摘
The coefficient of earth pressure at rest K 0 of fine-grained soils is often being estimated empirically from the overconsolidation ratio (OCR). The relationships adopted in this estimation, however, assume that K 0 is caused by pure mechanical unloading and do not consider that a significant proportion of the apparent preconsolidation pressure may be caused by the effects of ageing, in particular by secondary compression. In this work, K 0 of Brno Tegel, which is a clay of stiff to hard consistency (apparent vertical preconsolidation pressure of 1800 kPa, apparent OCR of 7), was estimated based on back-analysis of convergence measurements from unsupported cylindrical cavity. The values were subsequently verified by analysing a supported exploratory adit and a two-lane road tunnel. As the simulation results are primarily influenced by soil anisotropy, it was quantified in an experimental programme. The ratio of shear moduli \(\alpha _G\) was 1.45, the ratio of horizontal and vertical Young's moduli \(\alpha _E\) was 1.67, and the value of Poisson ratio \(\nu _{tp}\) was close to 0. The soil was described using a hypoplastic model considering very small strain stiffness anisotropy. For the given soil, the OCR-based estimation yielded \(K_0=1.3\), while Jáky formula estimated \(K_0=0.63\) for the state of normal consolidation. The back-analysed value of K 0 was 0.75. The predicted tunnel displacements agreed well with the monitoring data, giving additional confidence into the selected modelling approach. It was concluded that OCR-based equations should not be used automatically for K 0 estimation. K 0 of many clays may actually be lower than often assumed. Keywords Clay Coefficient of earth pressure at rest Hypoplasticity Overconsolidation Stiffness anisotropy Tunnel