Blow-out pressures measured in a centrifuge model and in the field

Bezuijen, Adam; Brassinga, H

doi:10.1201/9781003077534-3

Cited by 4 publications

(3 citation statements)

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“…The very soft Holocene layer had a friction angle of 27 • , a unit weight of 17.2 kN/m 3 , an earth pressure coefficient of 0.58, and a cohesion of 3 kPa [32]. Additionally, there was 11 m of column water above the soil [30]. The support pressure during the blowout occurrence that was documented at the tunneling face is presented in Figure 8.…”

Section: Model Validationmentioning

confidence: 99%

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A Multi-Layer Blowout Model for the Tunneling Face Stability Analysis

Pham

Nguyen‐Sy

et al. 2023

Buildings

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The stability of the tunnel face during tunneling is one of the major criteria for the design and construction of the tunnel. Collapse and blowout are two modes of tunnel face failure during the excavation. The cover-to-diameter ratio is one of the main parameters controlling these failure modes. Several analytical solutions have been proposed to estimate the range of support pressure applied on the tunnel face to avoid both the collapse and the blowout. However, most of those models deal with homogeneous soils. This paper aims at proposing an analytical model to predict the blowout of the tunneling face of a tunnel in multi-layered soils. The derivation is based on a limit equilibrium analysis, which considers the water tCiable. The proposed model is validated against the real blowout data reported from the tunneling in the Second Heinenoord Tunnel project in the Netherlands. Then, the maximum support pressure exerted on the tunneling face is predicted as a function of the cover-to-diameter ratio, the tunnel diameter, and the water table level for five representative soils. Finally, the model is applied to an underground segment of the Hanoi Metro Line 3 project (in Vietnam) to show the role of the multi-layer aspect.

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Section: Model Validationmentioning

confidence: 99%

“…Case studies on the passive failure during tunneling of a real tunnel have rarely been reported. To the best of the authors' knowledge, only the blowout of the Second Heinenoord Tunnel project in the Netherlands is documented [30].…”

Section: Introductionmentioning

confidence: 99%

A Multi-Layer Blowout Model for the Tunneling Face Stability Analysis

Pham

Nguyen‐Sy

et al. 2023

Buildings

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“…The stability of the structure is one of the major issues that designers are concerned about (Jeon et al., 2020; Kim et al., 2018; Liu, Han, et al., 2019; Liu, Zhang, et al., 2019; Xue et al., 2019). During the construction of the second Heinenroord tunnel in the Netherlands in 2005, the excavation face was passively destroyed due to excessive slurry pressure (Bezuijen & Brassinga, 2001). It means that passive failure at the tunnel face is not a theoretical risk.…”

Section: Introductionmentioning

confidence: 99%

Model Test on the Passive Failure of Slurry Shield Tunneling in Circular‐Gravel Stratum

Liu

Han

et al. 2022

Earth and Space Science

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To study the passive failure behavior of slurry shield tunnels in the circular‐gravel stratum, a set of slurry shield test devices capable of cutter cutting and slurry automatic circulation is designed and developed. The effects of the cover‐span ratio on the evolution process of ground surface displacement, the distribution of earth pressure and the passive failure mode of the face are discussed. The results show that the ground surface is gradually uplifted with the increase of slurry chamber pressure, and the amount uplifted decreases with the increase of the cover‐span ratio. The earth pressure near the face during testing experienced the growth stage, the rapid decrease stage, and the stable stage. The passive failure of slurry shield face experiences excavation face stability stage, slurry film splitting stage and splitting through stage in sequence, and the ultimate supporting force of passive failure of excavation face increases with the increase of the cover‐span ratio. The essentially of the passive failure is a kind of slurry splitting phenomenon in which slurry splits the slurry film and then splits the soil layer. When a passive failure of the excavation face occurs, there is a mud channel formed by the slurry split stratum in front of the excavation face. When the cover‐span ratio is relatively small, the channel extends to the ground surface and forms a hole whose size is basically the same as the diameter of the shield. The hole morphology gradually changes from an ellipse to a circle with the increase of the cover‐span ratio.

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