Characterization and monitoring of the excavation damaged zone in fractured gneisses of the Roselend tunnel, French Alps

Wassermann, J.; Sabroux, J. C.; Pontreau, Sébastien; Bondiguel, S.; Guillon, Sophie; Richon, Patrick; Pili, Éric

doi:10.1016/j.tecto.2010.10.013

Cited by 17 publications

(9 citation statements)

References 25 publications

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“…The pulse method has been widely and successfully used both in crystalline and shaly rock samples during triaxial mechanical tests in the laboratory (Bourbie & Walls, 1982;Brace et al, 1968;Carles et al, 2007;Selvadurai et al, 2005). Other transient methods, like the drawdown method or the pressure build-up method (Martin, 1959) are particularly well adapted to use in the field in boreholes (Bossart et al, 2002;Jakubick & Franz, 1993;Wassermann et al, 2011). Transient methods can be applied step by step after re-equilibration periods during loading tests, providing discrete measurements of permeability.…”

Section: Introductionmentioning

confidence: 99%

KG²B, a collaborative benchmarking exercise for estimating the permeability of the Grimsel granodiorite – Part 1: measurements, pressure dependence and pore-fluid effects

David

Wassermann

Amann

et al. 2018

Geophysical Journal International

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Section: Introductionmentioning

confidence: 99%

KG²B, a collaborative benchmarking exercise for estimating the permeability of the Grimsel granodiorite – Part 1: measurements, pressure dependence and pore-fluid effects

David

Wassermann

Amann

et al. 2018

Geophysical Journal International

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“…It is referred to as chamber C. Since Wassermann et al . [] estimated the thickness of the Excavation Damaged Zone (EDZ) to be approximately 1 m in the tunnel, the bulkhead is anchored by more than 1 m all around the tunnel section (ceiling, walls and floor). The bulkhead is air‐tight by design; the door and connecting plates were independently air‐proofed in the laboratory at 1600 mbar absolute pressure.…”

Section: The Roselend Natural Laboratorymentioning

confidence: 99%

“…[9] At the end of the tunnel, a chamber whose length and volume are 20 m and 60 m 3 , respectively, is isolated by a concrete bulkhead, equipped with a door and connecting plates (Figures 1a and 1d). It is referred to as chamber C. Since Wassermann et al [2011] estimated the thickness of the Excavation Damaged Zone (EDZ) to be approximately 1 m in the tunnel, the bulkhead is anchored by more than 1 m all around the tunnel section (ceiling, walls and floor). The bulkhead is air-tight by design; the door and connecting plates were independently air-proofed in the laboratory at 1600 mbar absolute pressure.…”

Section: The Roselend Natural Laboratorymentioning

confidence: 99%

“…[12] Pneumatic testing was already used successfully in sedimentary and crystalline rocks, for the characterization of the EDZ around underground excavations [Bossart et al, 2002;Jakubick and Franz, 1993;Wassermann et al, 2011], as well as for other purposes [LeCain, 1997;Cook et al, 2003;Wang et al, 1999;Kim et al, 2012]. The method is based on the measurement and interpretation of the pneumatic response to air injection into (or air extraction out of) the volume of a rock mass.…”

Section: Pneumatic Injection Testsmentioning

confidence: 99%

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Field and numerical determinations of pneumatic flow parameters of unsaturated fractured porous rocks on various scales

Guillon

Vu²,

Pili

et al. 2013

Water Resources Research

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[1] Air permeability is measured in the fractured crystalline rocks of the Roselend Natural Laboratory (France). Single-hole pneumatic injection tests as well as differential barometric pressure monitoring are conducted on scales ranging from 1 to 50 m, in both shallow and deep boreholes, as well as in an isolated 60 m 3 chamber at 55 m depth. The field experiments are interpreted using numerical simulations in equivalent homogeneous porous media with their real 3-D geometry in order to estimate pneumatic parameters. For pneumatic injection tests, steady-state data first allow to estimate air permeability. Then, pressure recovery after a pneumatic injection test allows to estimate the air-filled porosity.Comparison between the various studied cases clarifies the influence of the boundary conditions on the accuracy of the often used 1-D estimate of air permeability. It also shows that permeabilities correlate slightly with fracture density. In the chamber, a 1 order-ofmagnitude difference is found between the air permeabilities obtained from pneumatic injection tests and from differential barometric pressure monitoring. This discrepancy is interpreted as a scale effect resulting from the approximation of the heterogeneous fractured rock by a homogeneous numerical model. The difference between the rock volumes investigated by pneumatic injection tests and by differential barometric pressure monitoring may also play a role. No clear dependence of air permeability on saturation has been found so far.Citation: Guillon, S., M. T. Vu, E. Pili, and P. M. Adler (2013), Field and numerical determinations of pneumatic flow parameters of unsaturated fractured porous rocks on various scales, Water Resour.

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“…In regard to the blast-induced damage, the practical interest for engineers is determining the extent of the cracks beyond the desired perimeter of tunnels. During excavation of deep-buried tunnels by drill and blast, to adopt an optimized blasting scheme to minimize the blasting disturbances to the surrounding rock masses, seismic velocity monitoring, scanning electron microscope observation, acoustic emission and borehole camera are now widely used in situ after excavation to investigate the blasting damage characteristics such as its initiation threshold, extent and mechanical properties (Falls and Young 1998;Kwon et al 2009;Wassermann et al 2011). In fact, the blast-induced damage overlaps and interacts with the stress redistribution-induced damage in remaining rock masses.…”

Section: List Of Symbolsmentioning

confidence: 99%

Numerical Simulation of Rock Mass Damage Evolution During Deep-Buried Tunnel Excavation by Drill and Blast

Yang

et al. 2014

Rock Mech Rock Eng

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Presence of an excavation damage zone (EDZ) around a tunnel perimeter is of significant concern with regard to safety, stability, costs and overall performance of the tunnel. For deep-buried tunnel excavation by drill and blast, it is generally accepted that a combination of effects of stress redistribution and blasting is mainly responsible for development of the EDZ. However, few open literatures can be found to use numerical methods to investigate the behavior of rock damage induced by the combined effects, and it is still far from full understanding how, when and to what degree the blasting affects the behavior of the EDZ during excavation. By implementing a statistical damage evolution law based on stress criterion into the commercial software LS-DYNA through its user-subroutines, this paper presents a 3D numerical simulation of the rock damage evolution of a deep-buried tunnel excavation, with a special emphasis on the combined effects of the stress redistribution of surrounding rock masses and the blasting-induced damage. Influence of repeated blast loadings on the damage extension for practical millisecond delay blasting is investigated in the present analysis. Accompanying explosive detonation and secession of rock fragments from their initial locations, in situ stress in the immediate vicinity of the excavation face is suddenly released. The transient characteristics of the in situ stress release and induced dynamic responses in the surrounding rock masses are also highlighted. From the simulation results, some instructive conclusions are drawn with respect to the rock damage mechanism and evolution during deep-buried tunnel excavation by drill and blast.

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Characterization and monitoring of the excavation damaged zone in fractured gneisses of the Roselend tunnel, French Alps

Cited by 17 publications

References 25 publications

KG²B, a collaborative benchmarking exercise for estimating the permeability of the Grimsel granodiorite – Part 1: measurements, pressure dependence and pore-fluid effects

KG²B, a collaborative benchmarking exercise for estimating the permeability of the Grimsel granodiorite – Part 1: measurements, pressure dependence and pore-fluid effects

Field and numerical determinations of pneumatic flow parameters of unsaturated fractured porous rocks on various scales

Numerical Simulation of Rock Mass Damage Evolution During Deep-Buried Tunnel Excavation by Drill and Blast

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