Deformation Behavior and Counter Measures of Expressway Embankment on Super-Soft Ground

Hirata, Masafumi; Kitoh, Masanori; Yamada, Kazutoyo; Iizuka, Atsushi; Arai, K.

doi:10.2208/jscejc.66.356

Cited by 2 publications

(4 citation statements)

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“…The unit weight of the embankment fill was assumed to be 18 . 6 kN/m 3 (Hirata et al, 2010) and it was also assumed that the groundwater was located 0 . 5 m below the original ground surface.…”

Section: Discussionmentioning

confidence: 99%

“…Based on the information given by Hirata et al (2010), the measured or estimated soil properties required for the calculation of consolidation settlements are summarised in Table 1. In this table, the values listed for e 0 and C c are measured values.…”

Section: Soil Propertiesmentioning

confidence: 99%

“…5 kN/m 3 for the peat soils. Hirata et al (2010) reported that the hydraulic conductivity (k) of the clayey soils was about 6 3 10 À9 m/s and about 10 À8 m/s for the peat soils. Referring to these values of k and the reported values of C c for the soil layers, and assuming that the coefficient of consolidation in the horizontal direction (c h ) is twice that in the vertical direction (c v ), values of c h and c v were back-estimated at Ϫ42·7 Figure 9.…”

Section: Soil Propertiesmentioning

confidence: 99%

“…the maximum consolidation pressure). The listed over consolidation ratio (OCR) values were also back-estimated using the measured final compression of each soil layer, as well as referring to the values reported by Hirata et al (2010). The undrained shear strength (s u ) was measured by an unconfined compression test using undisturbed soil samples.…”

Section: Soil Propertiesmentioning

confidence: 99%

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Methods of vacuum consolidation and their deformation analyses

Chai

Carter

Liu

2014

Proceedings of the Institution of Civil Engineers - Ground Impr

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Two methods, namely the air-tight sheet method and the vacuum-drain method (sheetless), are generally used to conduct vacuum consolidation in the field. The advantages and disadvantages of both methods and the techniques for preventing vacuum leakage through a middle sand layer in a deposit, as well as the method for maintaining vacuum pressure when large settlement occurs, have been described. Vacuum pressure is an isotropic consolidation pressure applied to a soil deposit, and the deformation induced is different from that induced by a surcharge (e.g. the weight of an embankment). Two typical case histories in Japan are presented and deformation analyses were conducted. In one case history the vacuum-drain method was used with vacuum pressure alone, and in the other a combination of embankment loading and vacuum pressure was applied employing the air-tight sheet method. It is shown that under vacuum pressure loading, the ground deformation (settlement and lateral displacement) can be calculated reliably using a method proposed previously. For the case involving a combination of vacuum pressure and embankment load, the settlements under the embankment centreline can be estimated reasonably assuming one-dimensional deformation conditions.

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Section: Discussionmentioning

confidence: 99%

Section: Soil Propertiesmentioning

confidence: 99%

Section: Soil Propertiesmentioning

confidence: 99%

Section: Soil Propertiesmentioning

confidence: 99%

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