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1.	Ma, Jianqin, et al. (författare) Back Analysis on a Deep Excavation in Stockholm with Finite Element Method 2006 Ingår i: Proceedings of the 6th European Conference on Numerical Methods in Geotechnical Engineering - Numerical Methods in Geotechnical Engineering. - : Taylor & Francis Group. - 0415408229 ; , s. 423-429 Konferensbidrag (refereegranskat)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.

Ma, Jianqin, et al. (författare)
Back Analysis on a Deep Excavation in Stockholm with Finite Element Method
2006
Ingår i: Proceedings of the 6th European Conference on Numerical Methods in Geotechnical Engineering - Numerical Methods in Geotechnical Engineering. - : Taylor & Francis Group. - 0415408229 ; , s. 423-429
Konferensbidrag (refereegranskat)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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