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Panayiotis A. Kakavas-Papaniaros^{1}^{*}, Maria P. Kakavas^{2}
^{1}Department of Civil Engineering, Technological Educational Institute of
Western Greece, Greece
^{2}Department of Geology, University of Patras, Greece
^{*}Corresponding author: Panayiotis A. Kakavas-Papaniaros, Department of Civil Engineering, Technological Educational Institute of Western Greece, Greece. Email: kakavas@teiwest.gr
Received
Date: 28
May, 2018; Accepted Date: 28 May,
2018; Published Date: 05 June,
2018
1. Summary
Two-dimensional numerical techniques have been
applied to obtain solutions of problems of stress wave interactions with cracks
in rock media. Finite-difference Lagrangian programs that incorporate a comprehensive
elastic-plastic-hydrodynamic behavioral model, have utilized as basic numerical
programs. Significant capabilities of such codes are:
(a)
the treatment of antiplane shear,
or out-of-plane displacement (where the motion is dependent only on the
in-plane coordinates) and
(b) the incorporation of a dynamic brittle fracture criterion (known as the Griffith criterion).
In-plane problems the
propagation of a stress wave through a semi-infinite space containing
(a)
a semi-infinite crack,
(b)
and a finite stationary
crack is considered.
The crack can be oriented at a 30^{o} angle with the wave front in these problems. The computations demonstrated that it is possible to observe the diffraction of the shear wave fronts and to follow the flow of energy through the crack.
An ideal but relatively simple problem was chosen, in this study, as a test vehicle for the out-of-plane program, namely the antiplaque shear loading of a crack. In the case of a stationary crack, the numerical solution was shown to give excellent agreement in all respects with the analytical solution. Using the Griffith criterion, moderately good agreement was obtained for the case of the running crack. It is necessary to examine the dampen oscillations at the wave front by the incorporation of a fictive viscosity. In the case of pressure, a quadratic viscosity component is added. In the case of shear, a linear term is normally added. A linear viscosity tends to increasingly spread the wave front, however. A study of the origins of this viscosity term has led to the development of an alternate formulation for the viscosity term which is cubic and applies both to pressure and shear. This alternate formulation will eventually replace the so-called anisotropic or Navier Stokes linear viscosity.
2.
Keywords: Cracked Rocks; Finite Difference Method; Fracture
Mechanics; Wave Propagation
For some cracked rocks,
different methods of calculating velocities and the effects of pore fluids are
preferable. Numerous theories have been developed to describe the effects of
crack-like pores. Eshelby [1] examined the
elastic deformation of elliptical inclusions, and these results were then
applied to the compressibility of rocks. In concept, long, narrow cracks are
compliant and can be very effective at reducing the rock moduli at low crack
porosities. The primary controlling factor for elliptical fractures is the
aspect ratio, α, defined as the ratio of the
ellipse semi minor.
(a) to semi major
(b) axes.
The smaller the value of α, the softer the crack and cracked rock, resulting in
lower velocities and stronger pressure dependence.
Numerous assumptions are
made in the derivation and application of cracked media models, such as the
following:
(1) Porous material is isotropic, elastic, mono mineralic
and homogeneous
(2) Fracture population is dilute, and few, or
only first-order, mechanical interactions occur among fractures
(3) Fractures can be described by simple shapes
(4) Pore-fluid system is closed, and there is no chemical interaction between fluids and rock frame (however, shear modulus need not remain constant).
Some of these assumptions may be dropped, depending on the model involved. For example, Hudson (1990) [2] specifically includes the effect of anisotropic crack distributions. One particularly useful result was derived [3]. Using scattering theory, they derived the general relation of bulk and shear moduli of the cracked rock to the crack porosity, aspect ratio, mineral, and inclusion or crack moduli [4].
Rock at depth is subjected to stresses resulting from the weight of the overlying strata and from locked in stresses of tectonic origin. When an opening is excavated in this rock (such as a wellbore), the stress field is locally disrupted and a new set of stresses are induced in the rock surrounding the opening. The in-situ "Lithostatic" stresses are usually unequal. Such different stresses are required or faults, folds, and other structural features would never be developed. In contrast, most laboratory data are collected under equal stress or "hydrostatic" conditions. Differential or triaxial measurements are comparatively rare [5-8].
In a simple compacting basin
with neither lateral deformation nor tectonic stresses, the vertical stress
will be largest. Lateral stresses will be developed in a basin as sediments are
buried and compacted but are constrained horizontally. Both uniform hydrostatic
and unequal lithostatic stress conditions. Relying on Fracture Mechanics and
Statistical Physics, [9] introduced a few key
concepts, which allow understanding and quantifying how cracks do modify both
the elastic and transport properties of rocks. The main different schemes,
which can be used to derive the elastic effective moduli of a rock, were
presented. It was shown from experimental results that an excellent
approximation is the so-called non-interactive scheme. The main consequences of
the existence of cracks on the elastic waves are the development of elastic
anisotropy, due to the anisotropic distribution of crack orientations, and the
dispersion effect, due to microscopic local fluid flow. Two macroscopic fluid
flow regimes can be distinguished:
(i)
the percolative regime close
to the percolation threshold and
(ii) the connected regime well above it.
Application of uniaxial stress to a sample of granite causes elastic wave velocity anisotropy [10]. Compressional waves travel fastest in the direction of the applied stress. Two shear waves travel with generally different speeds in any direction, exhibiting acoustic double refraction which increases with increasing stress. Most transport and mechanical properties of rocks, such as electrical resistivity, thermal conductivity, hydraulic permeability, and compressibility and the velocity and attenuation of acoustic waves are strongly influenced by the presence of microcracks and fractures in the rock and by the fluids contained in these cracks [11].
Knowledge of the presence and properties of microcracks in rocks and their relationship to the mechanical and transport properties therefore has considerable practical importance. For example, the exploration for and the exploration of mineral, hydrocarbon and geothermal resources depend on the in situ measurement of many of the physical parameters previously mentioned. The underground isolation of hazardous wastes depends on the ability to select sites where the transport properties of the rocks are favorable.
Numerical methods can provide extremely powerful tools for analysis and design of engineering systems with complex factors that are not possible or very difficult with the use of the conventional methods. Various numerical methods have been employed to study elastic wave scattering problems, including Maslov theory [12], the finite difference method [13], the finite element method [14], the Born approximation [15], the complex screen approach [16], Kirchhoff-Helmholtz integration [17], pseudo-spectrum method [18] and the boundary element method [19].
A 2-D Boundary Element Method (BEM) program to model elastic wave excited by a point explosive source propagating in cracked rocks have used by Han & Cao 2014 [20]. Effects of different crack parameters, such as crack scale length and crack density were analyzed. Using waves as a tool often means that rock properties are determined or the interior of a sample is studied without being damaged. Another use of waves is to measure the velocities in rock samples shaped as cubes, spheres or cores with plane and parallel end surfaces in order to determine if the rock is anisotropic; an important property to for example for the evaluation of stress measurements. Wave propagation in rock as a tool for determination of rock properties and as a consequence of activities, such as trains [21].
Direct laboratory observations as a framework for discussing the physics of intersonic shear rupture occurring in constitutively homogeneous (isotropic and anisotropic) as well as in inhomogeneous systems, all containing preferable crack paths or faults were provided by Rosakis (2002) [22]. The damage mechanics formulation by incorporating theoretical and experimental dynamic crack growth laws that have been shown to be valid over a wide range of loading rates was recently extended.
2. Mathematical Background
Elastic waves are comprised of compressional (or P-waves) and shear (or S-waves). In compressional waves, the particle motion is in the direction of propagation. In shear waves, the particle motion is perpendicular to the direction of propagation. Understanding the velocity of these waves provide valuable information about the rocks and fluids through which they propagate. Stress strain relationships in rocks considered only the static elastic deformation of materials. By adding the dynamic behavior, one arrives at how elastic waves propagate through materials. If a body is changing its speed as well as deforming, there will be an unbalanced force because of the acceleration described through Newton’s second law: (1)
where ρ is the density,
However, if the material is being deformed, we will have strains associated with the change of displacement with position. In turn, these strains can be related to the stresses through the appropriate modulus, M:
For constant elastic components, this simplifies to
The solution to this equation gives the compressional velocity
Similarly, for shear motion:
and we get the shear velocity:
In 3-D inhomogeneous isotropic elastic media, the propagation of elastic waves is governed by the momentum equation [23]
and the generalized stress-strain relationship
where v=(v_{x}, v_{y}, v_{z})
is the particle velocity vector, σ is the stress
tensor, the components of which are σ_{ij}, i, j∈ (x, y, z), ρ is the mass density, c
is the fourth-order elastic tensor,
3. Problem Area
Excavation processes in rock media typically involve the action of strong dynamic stresses introduced either from explosive, mechanical, or other impulsive loading sources. The propagation of stress waves in homogeneous, isotropic media is reasonably well understood. In-situ rock media, however, typically contain large scale discontinuities in the form of cracks, joints, and faults. Interactions of stress waves with these discontinuities can cause slippage along the cracks, or extension (propagation) of the cracks, or separation. The interactions can also alter the characteristics of the stress wave transmitted across the discontinuity.
This paper is concerned with
an analysis of the detailed mechanisms involved when strong stress waves interact
with the crack surfaces in jointed rock media. Of particular interest are
cracks which are obliquely oriented relative to the wave front. The
understanding thus obtained can contribute to the advancement of knowledge of
excavation processes in various media, and how to control and/or improve such
processes. The technical approach used to study the details of stress wave- I crack
interactions was based on two-dimensional numerical analyses of the dynamic
phenomena occurring under various conditions of stress wave loading and crack
orientation relative to the wave front. A major difficulty in examining wave
interactions with discontinuities such as cracks or fracture surfaces arises
due to the constraint of the continuum model which is normally assumed in
numerical analyses of wave propagation. This work is divided into the following
two tasks, corresponding to analyses of stress wave interactions with,
(a) Single, semi-infinite cracks and
(b) Single, finite-length cracks.
3.1 Interaction of Stress Waves with Single, Semi-Infinite Cracks
This task was concerned with the analysis pertaining to cracks which are semi-infinite in extent, of which intersect with the ground surface. The work initially consisted of the selection and determination of the problem specifications (such as media properties, loading wave characteristics, and crack orientation and condition). Finite difference code solutions of the problems defined were then set up and run. These solutions provide complete quantitative data for all the state and motion variables of interest throughout the computing field at regular intervals of time. In addition, spatial plots of the principal stress, particle velocity, and displacement fields were numerically obtained at selected times during the event. Following completion of the solutions, analysis and interpretation of the results were performed to characterize the transmitted stress waves.
3.2 Interaction of Stress Waves with Single, Finite Cracks
This task was concerned with cracks of finite length, so that the interaction of a stress wave with a crack tip could be examined. The problems were selected so that comparisons between the cases of semi-infinite and finite cracks could be made. Also included in this task was the development of a dynamic Griffith fracture criterion, to enable the study of crack propagation. In conjunction with this, the finite difference code was generalized to accommodate antiplane shear, or out-of-plane displacement. To verify the suitability and accuracy of the code, and modifications made there during the course of the program, for analyses of wave/ crack interactions, analytic solutions of selected test problems were obtained and used to check out corresponding numerical solutions obtained with the code.
3.3 Major Accomplishments
Primary program accomplishments
included
a) The completion of finite difference code solutions
of three in-plane stress wave/crack interaction problems.
b) The codification of the equations of
anti-plane shear (z-independent) to provide a new capability for finite
difference code analyses.
c) The formulation of a dynamic Griffith criterion for analyses of crack propagation with the code.
These Items are summarized in
the following sub-sections.
3.3.1 In-Plane Numerical Solutions
The rock medium selected for
these problems was granite. The material properties assumed for the granite are
described in Table I.
The subscript ‘0’ in the
above indicates that these are normal, pre-shocked values. Three problems of
wave interactions with cracks were selected for analysis by means of code
solution, as depicted in Figure 1. These
problems were chosen to demonstrate the utility of numerical techniques for
obtaining detailed information on the response of cracked media subjected to
impulsive loads, in general, and, in particular, for assessments of the wave
interactions in the vicinity of a crack. It is noted that the explicit
definition of a crack surface such as specified in these problems is not
generally amenable to treatment through conventional code techniques, which
normally assume a continuous material model. The problems were run in plane
geometry, assuming plane strain; the variables are thus independent of the
z-coordinate (perpendicular to the cross-section shown). The first problem
selected for analysis (Case I)-consisted of
interactions of a stress wave with a crack oriented at a 30^{°} angle with the wave front.
The stress wave was generated by uniformly loading the left face of the granite block with a pressure pulse. A triangular pressure pulse of 500 Pa peak magnitudes and 0.2 m sec duration was used for this problem, as sketched below (Figure 2)
The crack in this problem was characterized by a free slip condition and zero width. Opening of the crack was allowed to occur if stress components normal to the crack went into tension. The second problem considered (Case II) involved the interaction of a stress wave with a finite-length crack. The angle of orientation of the crack and the applied pressure loading were the same as in the first problem. The crack extended from the loading surface (lower left) to the crack tip, situated on the horizontal mid-plane of the block. The finite difference code solutions of these problems were successfully completed. Plots depicting the particle velocity field and the principal stress field occurring in the test block were obtained for several times during the interactions.
3.3.2 Dynamic Griffith Criterion
In connection with efforts made under this paper to enable the study of propagation of cracks under stress wave loading, the incorporation of equations into the finite difference code which govern the rate of propagation of a brittle crack surface in an elastic material was undertaken. These equations are known as the Griffith criterion [24-26] and they provide a relation between power input to the body and the rate of uptake of this power by strain energy, kinetic energy, and new surface energy [27]. The concept of surface energy is the feature that was introduced by Griffith and it requires the determination of an additional material parameter, namely the surface energy per unit area. An algorithm appropriate for the finite difference code was programmed and tested on a model problem. The results indicated that the effective crack propagation was slower than predicted theoretically. It is expected that improved results would be obtained with an alternate form of the active viscosity.
3.3.3 Analytical Comparison Problems
To verify the finite difference code solutions and the formulation changes made, comparisons of numerical results with analytical solutions of model problems were made. As part of this effort, the capability was added to the code for the treatment of anti-plane shear, or out-of-plane displacements, with the restriction that the motions are independent of the z-coordinate, so as to retain the two-dimensional character of the code. This was done primarily since the only elasto-dynamic solutions currently available for an accelerating crack are those for the case of anti-plane shear, although it also represents a useful tool in numerical analysis which has been unavailable.
A model problem of simple, shear motion of a slab was first solved with the modified code. The results of the finite difference code solution showed excellent agreement with the analytical solution for this case. A full, two dimensional problem involving the interaction of an anti-plane shear wave with a stationary crack was then set up and run. Excellent agreement with the analytical solution was also achieved for this case.
4. Numerical Solutions of In-Plane Problems
4.1 Finite Difference Lagrangian Method
The effectiveness of a finite difference scheme for solving problems in
continuum mechanics is demonstrated by a series of problems ranging from elasticity
theory to gas dynamics [28,29]. Von Neumann and
Richtmyer [30], proposed the Artificial
Viscosity Method (AVM) for calculating problems in hydrodynamics. The technique
was described for one-dimensional flow with the Lagrange form of the
hydrodynamic differential equations. The region of flow was divided into a
finite mesh of grid points at which the various parameters could be specified.
The differential equations were then approximated by a second-order-difference
scheme involving these grid-point parameters. It was found that the quadratic
artificial viscosity used to treat shocks did not provide sufficient damping
for non-physical oscillations that usually occurred in the grid. However, this
difficulty is easily overcome by incorporating a linear viscosity to stabilize
the grid. The result is a second-order-difference scheme that gives very
accurate results for a large range of problems in one space dimension. The
artificial viscosity is included in Euler and Lagrange codes for two reasons:
(a)
allow a code with a continuum formulation to handle
shock waves, which, mathematically, are discontinuities
(b) provide grid stabilization for quadrilateral and hexahedral elements which use one point reduced evaluation of the element constitutive model.
When the finite mesh and artificial viscosity concept is extended into two space dimensions, many different ways of formulating the differential equations and the finite difference equations result. Also, the additional degree of freedom I n the mesh permits an increased possibility for nonphysical grid distortion, analogous to the non-physical oscillations in the one-dimensional problem. The additional degree of freedom in the mesh permits an increased possibility for nonphysical grid distortion, analogous to the non-physical oscillations in the one-dimensional problem. The problem of grid distortion plus the possibility of formulating the equations in many different ways has led to a search for the best method of solving problems in hydrodynamics using the original von Neumann-Richtmyer idea. One of the approaches taken is to damp spurious signals in the grid by including more grid points in the difference operators.
The finite difference operators that replace the partial derivatives are
formulated so that they have an important bearing on the physics that the set
of partial differential equations is meant to describe. Space derivatives are
defined as the summation of the normal component of a flux around an enclosed
area thus, conservation form is introduced into the difference equations. The
two-time step and the two-grid system of von Neumann-Richtmyer are employed.
One grid system is used to calculate gradients of pressure stresses and the
other to calculate the divergence of the velocity vector. The pressure
gradients are centered at grid nodes at integral times intervals. The
divergence of the velocity is centered at mid-points on the grid at g-time
intervals (Figure 3)
In 2-D Cartesian coordinates the terms in the difference equations that represent the partial derivatives in the left side of Eq. (10) below will collect and be identically equal to the time centered difference of the quantities on the right side of each equation.
As noted above, numerical solutions of three problems involving the interaction of stress waves with cracks were performed [28,29].
4.2 Physical Model
The computer program used in this study was a two-dimensional finite difference code, which solves the equations of motions for elastic-plastic bodies by means of a finite-difference Lagrangian-cell technique. The mathematical formulation is basically the same as that described by Wilkins [28,29]. To delineate the boundary between elastic and plastic deformations, various yield criteria may be used, such as von Mises, Mohr-Coulomb, or arbitrary functions. Within the chosen yield surface, the deformations are considered to be elastic, i.e., when
where J^{’}_{2} is
the second invariant of the deviatoric stress tensor and
4.3 Surfaces of Discontinuity
In a normal Lagrangian computational grid, material elements on either side of an interface at any point are coupled to each other for the entire problem; they are, i.e., locked or welded together along the line segment connecting any two lattice points along the interface. At any interface, which may represent a crack within a material or the boundary between two different materials, there are, however, in general, special boundary conditions which apply, and, in addition, there is the possibility of forces which may be set up that tend to cause the materials to slip past each other or to separate. A gas flowing past a metal surface is an example of such a case. The onset of material fracture during a problem also gives rise to the requirement for treating the decoupling or uncoupling of elements which are, in this case, within an originally competent material. For application to problems in fracture mechanics the latter requirement is particularly important.
The numerical algorithms that are used in hydro codes to solve the governing partial differential equations are derived using either finite element or finite difference methods. Under certain circumstances the two methods give identical algorithms. The Lagrangian form of the conservation equations leads to Lagrangian codes in which the mesh is determined by the material and deforms with it, whereas the Eulerian mesh is fixed. The Lagrangian codes are much more efficient to run, the mesh becomes distorted after a critical plastic strain and their predictions lose their accuracy. The Eulerian codes can handle large deformations very well but present unique problems. Here we follow the Lagrangian technique.
A formulation of sliding interfaces for Lagrangian codes, as reported by Wilkins [28,29], provided a capability for the numerical treatment of problems involving sliding of two materials along an interface. This formulation served as the basis for development of the surface of discontinuity capability currently available in the code. The basic features of the surface of discontinuity formulation are illustrated in Figure 4. The grid line corresponding to the surface of discontinuity is known in common balance as a slide line. At the start be the lattice points along the slide line may be individually designated as decoupled points, corresponding to their lying on an interface, or as coupled points, in which case their behavior is the same as in an ordinary mesh. For decoupled points, special sets of governing equations are used to individually determine the motion of the point pairs, to reflect the fact that there is an interface, such that, e.g., shear stress cannot be supported. If forces are present which tend to cause slippage, the decoupled points will thus disengage and move separately along the slide line.
Additionally, the development of tensile stresses normal to an interface will tend to cause material separation and formation of voids. Provisions have been made in the code to treat this phenomenon, also. The void opening test is made by computing the stress normal to the interface at a decoupled slide point and comparing this value with a selected critical value of stress required for uncoupling. If the computed stress is greater than the critical value, in tension, then that point is designated as a free surface point. The newly formed free point is then moved in accordance with the regular equations of motion for a point on a free surface.
For the problems performed in this study, the critical value for uncoupling was set to zero, such that any tensile stress would tend to cause separation. In other applications, e.g., for the interfaces in laminated materials, this value could be equal to the bond strength. Void closure may also occur and is treated in the code by appropriate tests to determine if the materials have come in contact. If so, the equations of the surface of discontinuity are restored, and the materials may subsequently slip or re-open, as before. Lattice points along the slide line which are initially designated as coupled points may dynamically decouple, individually, during the course of a problem, if a selected criterion is met. Various decoupling, or fracture, criteria may be used. Once the lattice points are decoupled, the equations of the surface of discontinuity are invoked. A mechanism is thus provided which can be used to model crack propagation within a material.
The equation of state of
granite, suitable for the low-pressure regime applicable in these problems, was
formulated as follows:
where
Stress
The spatial trajectory of the point pair (W, X) on the crack surface during the time span of the solution is plotted in Figure13.
5. Conclusions and Discussion
The present paper deals with the stress wave interaction in cracked rocks. In case I, the interaction of stress wave with single, semi-infinite crack was considered. The finite difference numerical approach has shown that the material slippage along the crack at x=100 cm and y=0, increases almost linearly from 0.18 msec up to 0.50 msec and after this time remains constant up to 0.9 msec. The relative displacement reaches the maximum value of 0.16 cm at t=0.5 msec. At the left point of the crack (point B) the displacement drops while to the right (point C) the displacement reduces more rapidly. At time 0.50 msec the displacement left and right points (B and C) increases. The difference in the displacement at this time is 0.16 cm. The displacement at the points A,D,E,F that are further than the points near the crack (B,C) shows similar behavior but the points D,E that are near the crack shows higher displacement than the point F that is far from the crack.
The time history of the stress profiles at four points along y=0 cm, shows a decay vibration with a time delay 0.20 msec from point A to point D. The delay reduces to 0.10 msec as the stress wave propagates from point D to E and E to F. The σ_{xx }value of stress is negative as produces compressive waves along its path.
In the second case (case II) the interaction of stress wave with single finite length crack with crack growth was examined. This study have shown that the relative displacement at the points near the crack increases rapidly, almost linearly, at the points (W, X). At the points (R, S) and (M, K) the displacement shows a redaction at time 0.60 msec and after this time increases. At the first pair of points (W, X) the maximum relative displacement is 0.25 cm, while at the other pairs (R,S) and (M,N) is 0.16 and 0.13 msec respectively. Left and right along the crack the relative displacement is negative and the values are larger to the right than those to the left of the crack.
In case II, the spatial trajectories at the
opposite points W, X show that to the left of the crack, point W, the
trajectory increases negatively as the time increases up to 0.25 msec and next
decreases. At point X, the trajectory increases up to t=0.24 msec and next
continue to increases but returns back to x-axis. At the points D, H, L the
y-displacement increases negatively with larger values at the point near the
crack. At the points A, E, O, T where x=200 cm, the y-displacement increases
with maximum values at point T that is located near the crack. Similar behavior
occurs at the points B, F,J,P,U where in this case up to time t=0.40 msec no
y-displacement takes place. Similar behavior occurs at the vertical points
along the line x=300 cm. The σ_{xx }time profile at x=200 cm shows a Gaussian type
distribution along the points A, I,E,O,T. Similar behavior one observes along
the points C,G,V,Q,K.
Density |
ρ_{0}=2690 Kg/m3 |
Dilatational Velocity |
Vd0 = 5790m/sec |
Shear Velocity |
Vs0 = 3300 m/sec |
Bulk Modulus |
K_{0} = 0.512 (105) Pa |
Shear Modulus |
G_{0} = 0.293 (105)Pa |
Poisson's Ratio |
ν0 = 0.26 |
Table 1: Material properties of rock medium (granite).
Citation: Kakavas-Papaniaros PA, Kakavas MP (2018) Stress Wave Interactions in Cracked Rocks for the Investigation of Oil Extraction. Arch Oil Gas Res: AOGR-103. DOI: 10.29011/ AOGR-103. 000003