Analysis of Tunnel Liner-Packing Systems

Dawkins, William P.

doi:10.1061/jmcea3.0001127

Cited by 3 publications

(1 citation statement)

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“…Three types of segments were considered, as shown in Figure ( 21 shows excellent agreement, especially for the displacements. Displace ments by the BIEM are readily obtained, since along with the tractions they are "primary quantities", as shown in equation (14). The velocities are obtained by multiplying the displacements in the Laplace transform domain by k, in accordance with the mathematical properties of such transforms, and thus a small error is introduced from a numerical point of view, as is apparent by observing Figure 22.…”

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confidence: 99%

Dynamic Response of Underground Structures

Μανώλης¹

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Various models are developed for the. determination of the dynamic response of simple underground structures in the state of plain strain.Two basic soil models are employed: continuum mechanics models and discrete models.At first, the general transient wave diffraction phenomenon occuring around a hole of arbitrary shape in a linear elastic or viscoelastic infinite medium is considered. The Boundary Integral Equation Method (BIEM) is employed, since it is a method well suited for problems involving infinite domains and potential stress concentration phenomena. The problem is therefore solved numerically by the BIEM in conjunction with the Laplace Transform (L.T.), and the transformed solution is inverted numerically to provide the Dynamic Response of an Underground Opening to Incident Elastic Waves: Infinite Plane Solution.. . . .

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confidence: 99%

Dynamic Response of Underground Structures

Μανώλης¹

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Dynamic analysis of large 3‐D underground structures by the bem

Stamos

Beskos

1995

Earthq Engng Struct Dyn

127

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SUMMARYAn up to date literature survey on the dynamics of underground structures is presented briefly. The dynamic response of large three-dimensional underground structures to external or internal dynamic forces or to seismic waves is numerically determined by the frequency domain boundary element method. This method is used to model both the structure and the soil medium, which are assumed to behave as linear elastic or viscoelastic bodies. The full-space dynamic fundamental solution is employed in the formulation and this requires a free soil surface discretization, confined to a finite portion around the area of interest, in addition to soil-structure interface and free structural surface discretizations. The dynamic disturbances can have a harmonic or a transient time variation. The transient case is treated with the aid of numerical Laplace transforms with respect to time. Various numerical examples involving lined cavities and long lined tunnels buried in the full-or the half-space subjected to harmonic or transient external forces or seismic waves are presented to illustrate the method and demonstrate its advantages.

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