Simplified Model for Wall Deflection and Ground-Surface Settlement Caused by Braced Excavation in Clays

Kung, Gordon Tung-Chin; Juang, C. Hsein; Hsiao, Evan C. L.; Hashash, Youssef M. A.

doi:10.1061/(asce)1090-0241(2007)133:6(731)

Cited by 297 publications

(115 citation statements)

References 14 publications

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“…The ratio between the maximum ground surface settlement δ vm and the excavation depth H is 0.11%, which is similar to that observed in stiff clays and sands (Clough and O'Rourke 1990), British hard soil (Fernie and Suckling 1996) and Hong Kong's fill, clay, ice clay (Hashash 2007) where an average δ vm of 0.15%H (see in Tab. A).…”

Section: Analysis Of Maximum Ground Surface Settlementsupporting

confidence: 75%

Wall and Ground Movements due to Deep Excavation of Tianjin Subway Station

Liu¹,

Zhang²,

Fang³

et al. 2017

dtmse

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This paper analyzes wall deflection and ground surface settlement due to deep excavation. 21 case histories of Tianjin subway line 6 are collected and analyzed. And the results are compared with previous field studies worldwide. The mean value of maximum wall deflection δ hm is 0.11%H, in which H is the excavation depth. The upper limit of δ hm is 0.44%H when H is less than 8m and 35mm when H is more than 8m. When excavation finished, δ hm ranges from 0.02%H to 0.24%H with an average value of 0.12%H. The depth of maximum wall deflections H δhm is within 0.75H±8m and the average H δhm is 0.69H when excavation finished. It's greatly affected by the embedded depth ratio. H δhm can be predicted by exponential function more accurately. The distribution of δ vm generally extends to a distance of 2H from the diaphragm wall. The bound of stiff clay line proposed by Clough and O'Rourke (1990) and bilinear curve proposed by Erin H. Y. Leung (2007) can be used as the upper bound for ground surface settlement for excavation of Tianjin subway line 6. The ratio between δ vm and δ hm generally ranges from 0.34 to 2.66, with an average value of 1.13. It's consistent with the average value of 1.21 collected from literature in similar soil conditions. This paper is a reference for design and construction of Tianjin's deep excavation of subway station.

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Section: Analysis Of Maximum Ground Surface Settlementsupporting

confidence: 75%

Wall and Ground Movements due to Deep Excavation of Tianjin Subway Station

Liu¹,

Zhang²,

Fang³

et al. 2017

dtmse

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“…A numerical rather than a simplified model is necessary, as the constructive sequence is considered (Carrubba, Colonna 2000), which includes the cross-section changes that take place when the SFRC is sprayed, together with general wall and soil properties. The literature contains many studies that utilize these models to analyze ground movements caused by deep excavations, due to their importance in the prediction of possible damage to adjacent buildings during excavation process (e.g., (Hsiung, 2009;Khoiri, Ou, 2013;Kung et al 2007;Kung 2009)). On the other hand, fewer studies (e.g.…”

Section: Methodsmentioning

confidence: 99%

Bi-Layer Diaphragm Walls: Structural and Sectional Analysis

Segura-Castillo

Aguado

Antequera

et al. 2015

Journal of Civil Engineering and Management

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Abstract. The bi-layer diaphragm wall, a new slurry wall type designed to cope with the problem of watertightness is studied in this paper. These walls consist of two bonded concrete layers, the first, a conventional Reinforced Concrete (RC) diaphragm wall, and the second, a Sprayed Steel Fibre Reinforced Concrete (SFRC). The main objective of this paper is to analyze the structural and sectional behaviour of these walls. A study in the form of an uncoupled structuralsection analysis based on various hypothetical cases of bi-layer diaphragm walls was performed to fulfil the objective. It is concluded that there exists a potential of reduction in the reinforcement of the RC layer through the structural use of the SFRC layer. However, when the reduction is quantified, even though a reduction of between 3.2% and 1.7% in the RC reinforcement is confirmed, it appears insufficient to offer a cost-effective solution. Nonetheless, the system becomes a promising solution when particular conditions are taken into account, such as basement space limitations.

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“…The horizontal displacement of the top of the wall is an important parameter in performance-based seismic design, as the settlements of the ground surface behind retaining structures, and hence the potential damage to adjacent buildings, are related to the horizontal displacements of the wall (Mana & Clough, 1981;Hsieh & Ou, 1998;Kung et al, 2007;Wang et al, 2010). Fig.…”

Section: Newmark Analysismentioning

confidence: 99%

Some remarks on the seismic behaviour of embedded cantilevered retaining walls

Conti¹,

Viggiani²,

d'Arezzo³

2015

Geotechnical Earthquake Engineering

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1Some remarks on the seismic behaviour of embedded cantilevered retaining walls R. CO NTI Ã , G . M. B. V IGGIANI † and F. B URALI D 'AREZZO ‡ This paper is a numerical investigation of the physical phenomena that control the dynamic behaviour of embedded cantilevered retaining walls. Recent experimental observations obtained from centrifuge tests have shown that embedded cantilevered retaining walls experience permanent displacements even before the acceleration reaches its critical value, corresponding to full mobilisation of the soil strength. The motivation for this work stems from the need to incorporate these observations in simplified design procedures. A parametric study was carried out on a pair of embedded cantilevered walls in dry sand, subjected to real earthquakes scaled at different values of the maximum acceleration. The results of these analyses indicate that, for the geotechnical design of the wall, the equivalent acceleration to be used in pseudo-static calculations can be related to the maximum displacement that the structure can sustain, and can be larger than the maximum acceleration expected at the site. For the structural design of the wall, it is suggested that the maximum bending moments of the wall can be computed using a realistic distribution of contact stress and a conservative value of the pseudostatic acceleration, taking into account two-dimensional amplification effects near the walls.

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Simplified Model for Wall Deflection and Ground-Surface Settlement Caused by Braced Excavation in Clays

Cited by 297 publications

References 14 publications

Wall and Ground Movements due to Deep Excavation of Tianjin Subway Station

Wall and Ground Movements due to Deep Excavation of Tianjin Subway Station

Bi-Layer Diaphragm Walls: Structural and Sectional Analysis

Some remarks on the seismic behaviour of embedded cantilevered retaining walls

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