Relationships between Seismic and Hydrological Properties

Pride, Steven R.

doi:10.1007/1-4020-3102-5_9

Cited by 206 publications

(325 citation statements)

References 49 publications

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“…(27) and (29). Equation (43) generalizes and improves upon a result given by Pride [4], which was based on grain-rotation alone having an exponent of m = 1 in the probability distribution of gap sizes.…”

Section: While B(a B) Is the So-called Beta Function Which Is Relatesupporting

confidence: 69%

“…If all the grains in a pack are uniformly reduced or expanded in a self-similar fashion, the elastic moduli will not change. Such scale-invariance means that incremental changes in the elastic moduli will occur only if the effective-stress increment δ P = δ P c − α φ δ P f is non-zero [3,4], where P c is the confining pressure acting on the pack, P f is the fluid pressure, and α φ is the porosity effective-stress coefficient, which is unity if all the grains are made of the same material-as will be assumed here. Thus, the elastic moduli of grain packs under isotropic compression only depend on the effective stress combination P = P c − P f .…”

Section: Introductionmentioning

confidence: 99%

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Goddard rattler-jamming mechanism for quantifying pressure dependence of elastic moduli of grain packs

Pride

Berryman

2009

Acta Mech

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An analysis is presented to show how it is possible for unconsolidated granular packings to obey overall non-Hertzian pressure dependence due to the imperfect and random spatial arrangements of the grains in these packs. With imperfect arrangement, some gaps that remain between grains can be closed by strains applied to the grain packing. As these gaps are closed, former rattler grains become jammed and new stressbearing contacts are created that increase the elastic stiffness of the packing. By allowing for such a mechanism, detailed analytical expressions are obtained for increases in bulk modulus of a random packing of grains with increasing stress and strain. Only isotropic stress and strain are considered in this analysis. The model is shown to give a favorable fit to laboratory data on variations in bulk modulus due to variations in applied pressure for bead packs.

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Section: While B(a B) Is the So-called Beta Function Which Is Relatesupporting

confidence: 69%

Section: Introductionmentioning

confidence: 99%

Goddard rattler-jamming mechanism for quantifying pressure dependence of elastic moduli of grain packs

Pride

Berryman

2009

Acta Mech

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“…Pride, 2004]. In one mode, the fluid accumulations r Á w are exactly zero and the response is completely undrained.…”

Section: Poroelastic Responsementioning

confidence: 98%

“…[21] In a uniform material, the fluid accumulations and volume dilatations in the slow wave are exactly related as [e.g., Pride, 2004;Pride and Haartsen, 1996] …”

Section: Fluid-pressure Variationsmentioning

confidence: 99%

Mechanical and electrical response due to fluid‐pressure equilibration following an earthquake

Pride¹

2004

J. Geophys. Res.

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[1] The mechanical and electrical response in a uniform porous crust are determined following a shear dislocation (earthquake) on an internal slip surface. A uniform crust is studied because many exact analytical relations hold between the various response fields in this case. The initial stress field that is created immediately following the earthquake subsequently relaxes through time as the fluid pressure equilibrates by fluid flow. Maps of the electric field generated due to the fluid flow (electrokinetic coupling) are presented. Using conservative estimates of the various parameters involved, electric fields significantly larger than the diurnal (magnetotelluric) fields are generated. Quantitative results for how various components of the stress tensor change due to the fluid equilibration are also presented. The Coulomb stress can easily change by 100% (and more) in the months following an earthquake due to the fluid-pressure equilibration.

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“…Later on, the effective stress was found to depend also on the properties of the bulk material composing the grains, the properties of the granular skeleton, and the properties of the pore fluid. These dependencies were formulated using an effective stress coefficient, 0 < α ≤ 1, that multiplies P , where α was found to be different for different physical quantities [Wang, 2000, Pride, 2005. Still, it was shown that generally α is very close to one and when the material composing the solid matrix is incompressible relative to the pore fluid, α = 1, and Terzaghi's formulation is valid [Nur and Byerlee, 1971, Robin, 1973, Wang, 2000, Pride, 2005.…”

Section: Introductionmentioning

confidence: 99%

The Mechanical Coupling of Fluid-Filled Granular Material Under Shear

Goren

Aharonov

Sparks

et al. 2011

Pure Appl. Geophys.

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Abstract. The coupled mechanics of fluid-filled granular media controls the physics of many Earth systems such as saturated soils, fault gouge, and landslide shear zones. It is well established that when the pore fluid pressure rises, the shear resistance of fluid-filled granular systems decreases, and as a result catastrophic events such as soil liquefaction, earthquakes, and accelerating landslides may be triggered. Alternatively, when the pore pressure drops, the shear resistance of these geosystems increases. Despite the great importance of the coupled mechanics of grains-fluid systems, the basic physics that controls this coupling is far from understood. Fundamental questions that need to be addressed are what are the processes that control pore fluid pressurization and depressurization in response to deformation of the granular skeleton? and how do variations of pore pressure affect the mechanical strength of the grains skeleton? To answer these questions, a formulation for the pore fluid pressure and flow is developed from mass and momentum conservation, and is coupled with a granular dynamics algorithm that solves the grain dynamics, to form a fully coupled model. The pore fluid formulation reveals that the evolution of pore pressure obeys a viscoelastic rheology in response to pore space variations. Elastic-like behavior dominates with undrained conditions and leads to a linear relation between pore pressure and overall volumetric strain. Viscous-like behavior dominates under well drained conditions and leads to a linear relation between pore pressure and volumetric strain rate. Numerical simulations reveal the possibility of liquefaction under drained and initially over-compacted conditions, which were often believed to be resistant to liquefaction. Under such conditions liquefaction occurs during short compactive 1 phases that punctuate the overall dilative trend. In addition, the more established generation of elevated pore pressure under undrained compactive conditions is observed. Simulations also show that during liquefaction events stress chains are detached, the external load becomes completely supported by the pressurized pore fluid, and shear resistance vanishes.

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Relationships between Seismic and Hydrological Properties

Cited by 206 publications

References 49 publications

Goddard rattler-jamming mechanism for quantifying pressure dependence of elastic moduli of grain packs

Goddard rattler-jamming mechanism for quantifying pressure dependence of elastic moduli of grain packs

Mechanical and electrical response due to fluid‐pressure equilibration following an earthquake

The Mechanical Coupling of Fluid-Filled Granular Material Under Shear

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