Centrifuge tests on the seismic behavior of a tunnel

Huang, Junfei

doi:10.1201/b10554-91

Cited by 12 publications

(4 citation statements)

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“…Andrianopoulos et al [20,21] and Karamitros [22], where the interested reader can find more details on this formulation, the tangent shear modulus G t is correlated to the maximum shear modulus G max according to (7) where T ≥ 1.0 is a scalar quantifiying the reduction of the shear modulus as the current deviatoric stress ratio (8) diverts from a reference ratio , where is the deviatoric component of stress (9) and p is the isotropic stress component, i.e.…”

Section: Numerical Model and Comparison Of Predictions With Experimenmentioning

confidence: 99%

“…For the case at hand of dense Leighton Buzzard sand (Table 2), the maximum shear modulus is taken as G max =45 Mpa, according to Lanzano et al [7], which calculated the average shear modulus mobilized during each event from top-to-base transfer functions. The model parameters α 1 =0.80 and γ 1 =0.0002 are derived (Figure 1c) on the basis of the experimental data from the resonant columns tests of Visone [24,6].…”

Section: Numerical Model and Comparison Of Predictions With Experimenmentioning

confidence: 99%

“…1,2,3,4], or comprehensive numerical analyses of the tunnel lining-soil system [5]. Recent research efforts also include the predictions from centrifuge tests [6,7,8,9]. These enrich our understanding of tunnel response under seismic wave propagation and also serve as a valuable tool for assessing the validity of various analysis methodologies and their assumptions.…”

Section: Introductionmentioning

confidence: 99%

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Effect of interface friction on tunnel liner internal forces due to seismic S- and P-wave propagation

Kouretzis¹,

Sloan²,

Carter³

2013

Soil Dynamics and Earthquake Engineering

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The effects on the hoop force and bending moment developed in the lining of a circular tunnel of the contact properties of the soil-lining interface are investigated numerically for both cases of Sand P-seismic wave propagation. Development of a robust model for the dynamic simulation of this problem includes: (i) the implementation of a hysteretic model of the non-linear soil response under cyclic loads in the finite element code ABAQUS; and (ii) validation of the analyses results against centrifuge tests from the literature and closed-from elasticity solutions. Accordingly, a parametric study is conducted to quantify the effect of adopting different values of the friction coefficient of the tunnel liner interface, while assuming that the relaxation load is transferred only to the temporary support shell of the tunnel; a hypothesis applicable mainly to tunnels constructed with the NATM method where an unreinforced concrete final lining is usually installed. Practical findings of this study suggest that the full-slip assumption should be used in conjunction with closed-form expressions for preliminary estimates of the tunnel response. On the contrary, for tunnels where the lining is designed to bear the soil loads, numerical tools should be used for the rational assessment of their seismic response. In the latter case, more experimental studies are needed to evaluate the friction properties at the interface, since common expressions correlating the friction coefficient with the friction angle of the surrounding soil do not appear compatible with the centrifuge test results examined herein.

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Section: Numerical Model and Comparison Of Predictions With Experimenmentioning

confidence: 99%

Section: Numerical Model and Comparison Of Predictions With Experimenmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

See 1 more Smart Citation

Effect of interface friction on tunnel liner internal forces due to seismic S- and P-wave propagation

Kouretzis¹,

Sloan²,

Carter³

2013

Soil Dynamics and Earthquake Engineering

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“…Figure 11.24 is a good example of this phenomenon. Dynamic centrifuge tests were carried out on a circular flexible aluminum model tunnel embedded in dry sand under centrifuge acceleration of 80 g (Bilotta et al 2009;Lanzano et al 2010Lanzano et al , 2012Tsinidis and Pitilakis 2012;Tsinidis et al 2013a). Four earthquakes (sine waves of increasing amplitude and frequency) were fired in a row.…”

Section: Internal Forcesmentioning

confidence: 99%