Wall and Ground Movements due to Deep Excavations in Shanghai Soft Soils

Wang, J. H.; Xu, Zhongwen; Wang, W. D.

doi:10.1061/(asce)gt.1943-5606.0000299

Cited by 266 publications

(83 citation statements)

References 13 publications

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“…Inspection of the database records shows that the mid-depth of most excavations (where the soil stress-strain properties are taken for MSD analysis) generally coincides with the third and fourth layers (as described in Xu, 2007 andWang et al 2010), in Shanghai clay. New dimensionless groups will thereby be derived, as follows.…”

Section: New Dimensionless Groupsmentioning

confidence: 99%

“…Based on the available boreholes (complete analysis shown in Appendix B) a simplified soil profile for Shanghai Clay is shown as Figure 6. Table 3 summarizes the key features of the upper seven layers as described by Wang et al (2010) following the stated guidance of the Shanghai Construction and Management Commission (SCMC, 1997). Figure 7 shows a summary of geotechnical parameters for a site in Shanghai .…”

Section: Parameters For Shanghai Claymentioning

confidence: 99%

“…According to Wang et al (2010) soils in the third and fourth layer have c u values ranging from around 25 to 40 kPa with a representative SPT N-value of 2-3 in the case of the third layer and 1-2 in the case of the fourth layer. Hara et al (1974) give a correlation for c u with the SPT blow count for a database of cohesive soils from Japan:…”

Section: Parameters For Shanghai Claymentioning

confidence: 99%

“…Shanghai soils are quaternary deposits about 150-400 m thick, which can be divided into many layers for classification (Wang et al 2010). Based on the available boreholes (complete analysis shown in Appendix B) a simplified soil profile for Shanghai Clay is shown as Figure 6.…”

Section: Parameters For Shanghai Claymentioning

confidence: 99%

“…Xu (2007) and Wang et al (2010) presented a database of over 300 case histories of wall displacements and ground settlements due to deep excavation works in soft Shanghai soil. Full details of this database are provided in the aforementioned thesis and paper.…”

Section: Field Database Of Shanghai Excavationsmentioning

confidence: 99%

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Ground movements due to deep excavations in Shanghai: Design charts

Bolton

Lam²,

Vardanega

et al. 2014

Front. Struct. Civ. Eng.

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General rightsThis document is made available in accordance with publisher policies. Please cite only the published version using the reference above. Full terms of use are available: http://www.bristol.ac.uk/pure/about/ebr-terms Abstract: Recent research has clarified the sequence of ground deformation mechanisms that manifest themselves when excavations are made in soft ground. Furthermore, a new framework to describe the deformability of clays in the working stress range has been devised using a large database of previously published soil tests. This paper aims to capitalize on these advances, by analyzing an expanded database of ground movements associated with braced excavations in Shanghai. It is shown that conventional design charts fail to take account either of the characteristics of soil deformability or the relevant deformation mechanisms, and therefore introduce significant scatter. A new method of presentation is found which provides a set of design charts that clarify the influence of soil deformability, wall stiffness, and the geometry of the excavation in relation to the depth of soft ground.

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Section: New Dimensionless Groupsmentioning

confidence: 99%

Section: Parameters For Shanghai Claymentioning

confidence: 99%

Section: Parameters For Shanghai Claymentioning

confidence: 99%

Section: Parameters For Shanghai Claymentioning

confidence: 99%

Section: Field Database Of Shanghai Excavationsmentioning

confidence: 99%

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Ground movements due to deep excavations in Shanghai: Design charts

Bolton

Lam²,

Vardanega

et al. 2014

Front. Struct. Civ. Eng.

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Inverse analysis for geomaterial parameter identification using Pareto multiobjective optimization

Jiang

Sun

Yi³

et al. 2018

Num Anal Meth Geomechanics

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Summary An inverse analysis method that combines the back propagation neural network (BPNN) and vector evaluated genetic algorithm (VEGA) was proposed to identify mechanical geomaterial parameters for a more accurate prediction of deformation. The BPNN is used to replace the time‐consuming numerical calculations, thus enhancing the efficiency of the inverse analysis. The VEGA is used to find the Pareto‐optimal solutions to multiobjective functions. Unlike traditional back‐analysis methods which are based on only 1 type of field measurement and a single objective function, this proposed method can consider multiple field observations simultaneously. The proposed method was applied to the Shapingba foundation pit excavation located in Chongqing city, China. Two types of measurements are considered in the method simultaneously: the displacements in the x‐direction (north orientation) and those in the y‐direction (east orientation). Five deformation modulus parameters for artificial backfill soil, silty clay, siltstone, sandstone, and mudstone were selected as the inversion parameters. Compared with the weighted sum approach, the proposed method was demonstrated as an efficient multi‐objective optimization tool for back calculating undetermined parameters. After performing a forward‐calculation using the optimized parameters obtained by the inverse analysis, the predicted results were well consistent with the practical deformation in magnitude and trend.

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Simplified method for evaluating the response of existing tunnel induced by adjacent excavation

Feng

Liang³

et al. 2022

Num Anal Meth Geomechanics

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Adjacent excavation may have a negative influence on the existing tunnel underneath. Thus, it is important to evaluate the response of the tunnel due to adjacent excavation. However, there is little report about using the Kerr foundation model to simulate the tunnel‐soil interaction. Meanwhile, the Timoshenko beam, which can take the tunnel shearing effect into consideration, is more suitable to estimate the behavior of the tunnel. To simulate the interaction between soil and tunnel, the existing tunnel is simplified as a Timoshenko beam lying on the Kerr foundation model, and a simplified theoretical method is proposed to calculate the response of the existing tunnel induced by adjacent excavation. The proposed method is validated by two field case studies. Results indicate that the predictions given by the proposed method show great agreement with field measurements and it is more accurate to evaluate the tunnel‐soil interaction compared with the previous method. The further parametric study shows that the relative position between excavation and tunnel, the ground Young's modulus, the depth of existing tunnel centerline, and length and width of excavation are both significant factors governing the tunnel response induced by adjacent excavation, while the influence of tunnel shear stiffness and skew between tunnel and excavation are slight. The proposed method can be applied to predict the potential risk of existing tunnels induced by adjacent excavation in relevant engineering projects.

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Wall and Ground Movements due to Deep Excavations in Shanghai Soft Soils

Cited by 266 publications

References 13 publications

Ground movements due to deep excavations in Shanghai: Design charts

Ground movements due to deep excavations in Shanghai: Design charts

Inverse analysis for geomaterial parameter identification using Pareto multiobjective optimization

Simplified method for evaluating the response of existing tunnel induced by adjacent excavation

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