Earth pressure on shield excavation face for pipe jacking considering arching effect

Ji, Xinbo; Ni, Pengpeng; Barla, Marco; Zhao, Wen; Mei, Guoxiong

doi:10.1016/j.tust.2017.11.010

Cited by 52 publications

(13 citation statements)

References 21 publications

Supporting

Mentioning

Contrasting

Order By: Relevance

“…However, for the numerical simulation software, c = 0 may cause some options to hardly perform, even the calculation of non-convergence. Therefore, the cohesions of sandy soils are generally assumed to be 1 kPa in the numerical analysis [37][38][39]. The segment is deemed to have a liner-elastic behavior, and the main mechanical parameters of the structure are shown in Table 5.…”

Section: Finite Element Modelmentioning

confidence: 99%

“…The range of the decrease for the maximum settlement clearly decreases during tunnel construction, but the influence range of the settlement increases, as shown in Figure 19b-d. This is due to the burial depth reaching a certain degree where the soil forms a soil arch effect, which slows down ground settlement [39,40].…”

Section: The Influence Of Burial Depth and Spacing On The Surface Setmentioning

confidence: 99%

See 1 more Smart Citation

Analysis of the Additional Stress and Ground Settlement Induced by the Construction of Double-O-Tube Shield Tunnels in Sandy Soils

Zhao

Jia

Zhu³

et al. 2019

Applied Sciences

Self Cite

View full text Add to dashboard Cite

Double-O-tube shield tunneling has attracted increasing attention because it offers cost-efficiency in underground construction. Prediction of ground surface settlement and the variety of additional stresses induced by shield construction is crucial to underground construction in metropolises since excessive settlement could trigger potential damage to the surrounding environment. The additional stresses induced by the propulsion of double-O-tube shields are calculated by means of the Mindlin’s equations of elasticity. The characteristics of additional stresses are analyzed with compound Gauss-Legendre integral arithmetic, and the frontal additional thrust, the lateral friction, and the ground loss are taken into account. Subsequently, based on field measurements, the maximum settlement coefficient and width of the settlement trough coefficient of the typical Peck formula are modified. The predictive curve of the Peck formula is closer to the engineering measured data than that of the typical formula. The cut-off functions of ground surface settlement caused by double-O-tube tunnel shield construction are proposed and can predict the shape of ground surface settlement, such as single peak or double peak. The correctness of the proposed functions is verified based on an engineering project.

show abstract

Section: Finite Element Modelmentioning

confidence: 99%

Section: The Influence Of Burial Depth and Spacing On The Surface Setmentioning

confidence: 99%

Analysis of the Additional Stress and Ground Settlement Induced by the Construction of Double-O-Tube Shield Tunnels in Sandy Soils

Zhao

Jia

Zhu³

et al. 2019

Applied Sciences

Self Cite

View full text Add to dashboard Cite

show abstract

“…These observations suggest that the failure mechanism of shallow pressurised cavities is driven by passive arching. The phenomenon of arching has been documented in the literature that reports settlements and depressurisation caused by excavation Ji et al (2018) and in studies that investigate tunnel face stability Lee et al (2006); Zou et al (2019).…”

Section: Introductionmentioning

confidence: 97%

Deformation and failure mechanisms of granular soil around pressurised shallow cavities

et al. 2023

View full text Add to dashboard Cite

The deformation patterns and failure mechanisms of pressurised cavities at shallow depth are relevant to many geotechnical applications, including tunnelling and horizontal directional drilling. In this paper, an experimental study of a reduced-scale pressurised cavity under geostatic stress is presented, in order to measure the effect of cavity length, vertical stress and soil density on soil deformation and failure. X-ray computed tomography is used to acquire images of the system at key stages of the cavity inflation process. A closed-shaped failure region developed around the cavities, beyond which shear planes of elliptic paraboloid shape formed, extending from the bottom of the cavities all the way to the free surface. The plane-strain assumption did not hold beyond the central portion of the longest cavity tested (L = 6D). The volumetric strain and porosity changes inside the shear bands showed significant dilation in dense specimens, but contraction in loose specimens. The average orientation and the thickness of the shear bands were in agreement with those found in the literature for passive arching mechanisms (anchoring). The orientation of the principal strains around the cavity follows catenary shapes, similar to those displayed in active trapdoor mechanisms.

show abstract

“…Ying et al [34] simplified the soil behind the wall as the combination of nonlinear springs and a rigid plasticity object; in this way, earth pressure on the flexible retaining walls under any lateral deformation can be obtained. Although nonlimited earth pressure against flexible supports has attracted attention from researchers [35][36][37][38][39], these new methods are not friendly and put forward higher technical requirements for designers. Thus, a simple model should be proposed which can be achieved by conventional methods and be easy to be used widely.…”

Section: Introductionmentioning

confidence: 99%

Calculation of Displacement-Dependent Active Earth Pressure for Deep Excavations in Soft Soil

Zhou

et al. 2022

Applied Sciences

View full text Add to dashboard Cite

In the urban environment, there are strict control requirements for deep foundation pit deformation, resulting in earth pressure on the flexible supports often being in a nonlimiting state. Therefore, it is important to consider displacement when calculating earth pressure. In this study, lateral unloading stress path triaxial compression tests were performed to investigate the radial stress–strain relationship of soft clay in an active region. Herein, a displacement-dependent earth pressure model is proposed with the assumption of the soil strain distribution in the disturbed area. From the surface of the ground to the deepest part of the support structure, the sufficient active displacement inversed by the proposed model decreased, which confirmed that the earth pressure along the entire wall could not achieve its active conditions simultaneously. The efficacy of the proposed model is demonstrated through a comparison of the predicted earth pressure with the experimental results reported in the published literature.

show abstract

Earth pressure on shield excavation face for pipe jacking considering arching effect

Cited by 52 publications

References 21 publications

Analysis of the Additional Stress and Ground Settlement Induced by the Construction of Double-O-Tube Shield Tunnels in Sandy Soils

Analysis of the Additional Stress and Ground Settlement Induced by the Construction of Double-O-Tube Shield Tunnels in Sandy Soils

Deformation and failure mechanisms of granular soil around pressurised shallow cavities

Calculation of Displacement-Dependent Active Earth Pressure for Deep Excavations in Soft Soil

Contact Info

Product

Resources

About