Wall and Ground Movements Associated with Deep Excavations Supported by Cast In Situ Wall in Mixed Ground Conditions

Leung, Erin H. Y.; Ng, Charles Wang Wai

doi:10.1061/(asce)1090-0241(2007)133:2(129)

Cited by 103 publications

(44 citation statements)

References 20 publications

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“…A. δ hm /H in this paper is similar to 0.1%H of hard soil in Beijing (LI 2013) and 0.13%H~0.23%H of inner supported excavations in Hong Kong (Leung and Ng 2007). The result is much smaller than other case histories in soft soils as shown in Tab.…”

Section: Analysis Of Maximum Wall Deflectionsupporting

confidence: 67%

“…The bound of stiff clay line proposed by Clough and O'Rourke (1990) and bilinear curve proposed by Leung (2007) can be used as the upper bound for ground surface settlement of deep excavations in Tianjin Subway line 6.…”

Section: Discussionmentioning

confidence: 99%

“…The dash trilinear curve proposed by Hsieh and Ou (1998) is not enough for deep excavations in Tianjin. The dash dot bilinear curve proposed by Leung (2007) for Hong Kong complex soil keeps constant when d/H from 0 to 1.0, then lining attenuate from 1.0 to 0 when d/H increasing from 1.0 to 2.5. It seems that the bilinear curve proposed by Leung (2007) is suitable to be the upper bound for cases in this paper.…”

Section: Analysis Of Maximum Ground Surface Settlementmentioning

confidence: 99%

“…The dash dot bilinear curve proposed by Leung (2007) for Hong Kong complex soil keeps constant when d/H from 0 to 1.0, then lining attenuate from 1.0 to 0 when d/H increasing from 1.0 to 2.5. It seems that the bilinear curve proposed by Leung (2007) is suitable to be the upper bound for cases in this paper. proposed by Peck(1969) proposed by Wang(2010) proposed by Clough(1990) …”

Section: Analysis Of Maximum Ground Surface Settlementmentioning

confidence: 99%

“…Other scholars analyzed field performance based on local experience. Such as Ou (1993) and Wong & Patron (1993) researched on Taiwan soft soil; Carder (1995) researched on Great Britain relative stiff soil; Masuda (1993) researched on Japan clay; Wong (1997) researched on Singapore for different soft soil thickness; Yoo (2001) researched on Korea clay and rock; Leung and Ng (2007) researched on Hong Kong urban soil; Wang (2010) researched on Shanghai soft soil and Li (2013) researched on Beijing hard soil, and so on. Their findings are more representative and more suitable as a local pit design standards.…”

Section: Introductionmentioning

confidence: 99%

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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 Wall Deflectionsupporting

confidence: 67%

Section: Discussionmentioning

confidence: 99%