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- Ma, Jianqin, et al.
(author)
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Apparent Earth Pressures of Soft Soils overlying Hard Bedrock at South Link in Stockholm
- 2007
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In: Proceedings of the 4th International Conference on Soft Soil Engineering - Soft Soil Engineering. - : Taylor & Francis Group. - 9780415422802 ; , s. 299-307
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Conference paper (peer-reviewed)abstract
- The apparent earth pressures measured at the South Link Project in Stockholm are used to analyze the pressure on sheet pile walls at deep excavations in soft soils overlying bedrock. The depths of the excavations vary from 3 m to 16 m and the toes of the walls are keyed into bedrock. Measured apparent earth pressures are over the Peck's (1969) envelope for soft clay but approximate to initial stress at rest. The normalized distribution pattern of the pressures indicates a large apparent earth pressure in the upper part of a test section. The well kept anchor load contributes to the large apparent earth pressure. This case indicates that the beneficial effect of the presence of bedrock may be over-shadowed by the low strength of soft soils, especially when the distance from excavation level to bedrock is larger than the depth of excavation.
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| 2. |
- Ma, Jianqin, et al.
(author)
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Back Analysis on a Deep Excavation in Stockholm with Finite Element Method
- 2006
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In: Proceedings of the 6th European Conference on Numerical Methods in Geotechnical Engineering - Numerical Methods in Geotechnical Engineering. - : Taylor & Francis Group. - 0415408229 ; , s. 423-429
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Conference paper (peer-reviewed)abstract
- A deep excavation section from the South Link in Stockholm is analyzed with 2D PLAXIS. The excavation, protected by anchor back-tied sheet pile walls, is 12-m-deep and 43-m-wide in soft soils overlying bedrock. Except wall installation, six soil excavations, five anchor preloading stages and seven consolidation analysis stages are presented in a Mohr-Coulomb model. The back-calculated lateral displacements in the numerical model are about 15% less than the monitored in the middle and lower parts of the test section, while about 20% larger in the upper part. The analysis results for the stage of soil excavation are closer to the monitoring results than for the stage of anchor preloading. The magnitude of settlement behind the sheet pile wall in the numerical model is less than that of the monitoring result. Negative soil volume strain is selectively used to discuss a possible mechanism with significant settlement increase.
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