Establishing Geostatic Equilibrium
The geostatic procedure is normally used as the first step of a geotechnical
analysis; in such cases gravity loads are applied during this step. Ideally,
the loads and initial stresses should exactly equilibrate and produce zero
deformations. However, in complex problems it may be difficult to specify
initial stresses and loads that equilibrate exactly.
Abaqus/Standard
provides two procedures for establishing the initial equilibrium. The first
procedure is applicable to problems for which the initial stress state is known
at least approximately. The second, enhanced, procedure is also applicable for
cases in which the initial stresses are not known; it is supported for only a
limited number of elements and materials.
Establishing Equilibrium When the Initial Stress State Is Approximately Known
The geostatic procedure requires that the initial stresses are close to the
equilibrium state; otherwise, the displacements corresponding to the
equilibrium state might be large.
Abaqus/Standard
checks for equilibrium during the geostatic procedure and iterates, if needed,
to obtain a stress state that equilibrates the prescribed boundary conditions
and loads. This stress state, which is a modification of the stress field
defined by the initial conditions (Initial Conditions),
is then used as the initial stress field in a subsequent static or coupled pore
fluid diffusion/stress (with or without heat transfer) analysis.
If the stresses given as initial conditions are far from equilibrium under
the geostatic loading and there is some nonlinearity in the problem definition,
this iteration process may fail. Therefore, you should ensure that the initial
stresses are reasonably close to equilibrium.
If the deformations produced during the geostatic step are significant
compared to the deformations caused by subsequent loading, the definition of
the initial state should be reexamined.
If heat transfer is modeled during the geostatic step through the use of
coupled temperature–pore pressure elements, the initial temperature field and
thermal loads, if specified, must be such that the system is relatively close
to a state of thermal equilibrium. Steady-state heat transfer is assumed during
a geostatic step.
Establishing Equilibrium When the Initial Stress State Is Unknown
To obtain equilibrium in cases when the initial stress state is unknown or
is known only approximately, you can invoke an enhanced procedure.
Abaqus
automatically computes the equilibrium corresponding to the initial loads and
the initial configuration, allowing only small displacements within
user-specified tolerances. (The default tolerance is .)
The procedure is available with a limited number of elements and materials and
is intended to be used in analyses in which the material response is primarily
elastic; that is, inelastic deformations are small.
The procedure is supported for both geometrically linear and geometrically
nonlinear analyses. However, in general, the performance in the geometrically
linear case will be better. Therefore, it might be advantageous to obtain the
initial equilibrium in a geometrically linear step, even though a geometrically
nonlinear analysis is performed in subsequent steps.
Limitations
The following limitations apply to the enhanced procedure:
-
It is supported only for a limited number of elements (see
Elements
below) and materials (see
Material Options
below). When the procedure is used with nonsupported elements or material
models,
Abaqus
issues a warning message. In this case it is the user's responsibility to
ensure that the displacement tolerances are larger than the displacements in
the analysis; otherwise, convergence problems may occur.
-
It can be used in a restart analysis only if it had been used in the
previous analysis.
-
If the enhanced procedure is used with elements that have pore
pressure degrees of freedom, the results might depend on the values of initial
stresses specified.
Optional Modeling of Coupled Heat Transfer
When coupled temperature–pore pressure elements are used, heat transfer is
modeled in these elements by default. However, you may optionally choose to
switch off heat transfer within these elements during a geostatic step. This
feature may be helpful in reducing computation time if temperature and
associated heat flow effects are not important.
Vertical Equilibrium in a Porous Medium
Most geotechnical problems begin from a geostatic state, which is a
steady-state equilibrium configuration of the undisturbed soil or rock body
under geostatic loading. The equilibrium state usually includes both horizontal
and vertical stress components. It is important to establish these initial
conditions correctly so that the problem begins from an equilibrium state.
Since such problems often involve fully or partially saturated flow, the
initial void ratio of the porous medium, ,
the initial pore pressure, ,
and the initial effective stress must all be defined.
If the magnitude and direction of the gravitational loading are defined by
using the gravity distributed load type, a total, rather than excess, pore
pressure solution is used (see
Coupled Pore Fluid Diffusion and Stress Analysis).
This discussion is based on the total pore pressure formulation.
The z-axis points vertically in this discussion, and
atmospheric pressure is neglected. We assume that the pore fluid is in
hydrostatic equilibrium during the geostatic procedure so that
where
is the user-defined specific weight of the pore fluid (see
Permeability).
(The pore fluid is not in hydrostatic equilibrium if there is significant
steady-state flow of pore fluid through the porous medium: in that case a
steady-state coupled pore fluid diffusion/stress analysis must be performed to
establish the initial conditions for any subsequent transient calculations—see
Coupled Pore Fluid Diffusion and Stress Analysis.)
If we also take
to be independent of z (which is usually the case, since
the fluid is almost incompressible), this equation can be integrated to define
where
is the height of the phreatic surface, at which
and above which
and the pore fluid is only partially saturated.
We usually assume that there are no significant shear stresses
,
.
Then, equilibrium in the vertical direction is
where
is the dry density of the porous solid material (the dry mass per unit volume),
g is the gravitational acceleration,
is the initial porosity of the material, and s is the
saturation,
(see
Permeability).
Since porosity is the ratio of pore volume to total volume and the void ratio
is the ratio of pore volume to solids volume,
is defined from the initial void ratio by
Abaqus/Standard
requires that the initial value of the effective stress,
,
be given as an initial condition (Initial Conditions).
Effective stress is defined from the total stress, , by
where is a unit matrix.
Combining this definition with the equilibrium statement in the
z-direction and hydrostatic equilibrium in the pore fluid
gives
again using the assumption that
is independent of z.
is the position of the surface that separates the dry soil from the partially
saturated soil. The soil is assumed to be dry ()
for ,
and it is assumed to be partially saturated for
and fully saturated for .
In many cases s is constant. For example, in fully
saturated flow
everywhere below the phreatic surface. If we further assume that the initial
porosity, ,
and the dry density of the porous medium, ,
are also constant, the above equation is readily integrated to give
where
is the position of the surface of the porous medium, .
In more complicated cases where s,
,
and/or
vary with height, the equation must be integrated in the vertical direction to
define the initial values of .
Horizontal Equilibrium in a Porous Medium
In many geotechnical applications there is also horizontal stress, typically
caused by tectonic action. If the pore fluid is under hydrostatic equilibrium
and ,
equilibrium in the horizontal directions requires that the horizontal
components of effective stress do not vary with horizontal position:
only, where
is any horizontal component of effective stress.
Soils Mechanics Effective Stress Versus Rock Mechanics Effective Stress
There are two different conventions to define the effective stress. The
effective stress, ,
defined above, is often referred to as the soils mechanics effective stress.
Another form of effective stress that takes into account the effect of the bulk
modulus of the solid grains is often referred to as the rock mechanics
effective stress, .
The rock mechanics effective stress is used to evaluate the damage state of the
material if a material damage model is present or the element is enriched. The
material plasticity constitutive behavior is always computed based on the soils
mechanics effective stress regardless of the material damage state. The rock
mechanics effective stress, ,
is related to the soils mechanics effective stress, ,
by
where
is the so-called Biot's coefficient. Biot's coefficient is defined as
,
where
is the bulk elastic modulus of the porous media and
is the bulk elastic modulus of the solid grains.
Initial Conditions
The initial effective geostatic stress field, ,
is given by defining initial stress conditions. This soils mechanics effective
stress is then converted into the rock mechanics effective stress as defined
above to evaluate the damage state of the material if a material damage model
is present or the element is enriched. Unless the enhanced procedure is used,
the initial state of stress must be close to being in equilibrium with the
applied loads and boundary conditions. See
Initial Conditions.
You can specify that the initial stresses vary only with elevation, as
described in
Initial Conditions.
In this case the horizontal stress is typically assumed to be a fraction of the
vertical stress: those fractions are defined in the x- and
y-directions.
In problems involving partially or fully saturated porous media, initial
pore fluid pressures, ,
void ratios, ,
and saturation values, s, must be given (see
Coupled Pore Fluid Diffusion and Stress Analysis).
In partially saturated cases the initial pore pressure and saturation values
must lie on or between the absorption and exsorption curves (see
Sorption).
A partially saturated problem is illustrated in
Wicking in a partially saturated porous medium.
You may also specify initial temperatures in the model if heat transfer is
modeled during the geostatic procedure.
Boundary Conditions
Boundary conditions can be applied to displacement degrees of freedom 1–6
and to pore pressure degree of freedom 8 (Boundary Conditions).
If coupled temperature–pore pressure elements are used, boundary conditions on
temperature degree of freedom 11 can also be applied to nodes belonging to
these elements. If the enhanced procedure is used and nonzero boundary
conditions are applied, it is the user's responsibility to ensure that the
displacements corresponding to the tolerances specified are larger than the
displacements in the analysis; otherwise, the displacements at the nonzero
boundary nodes will be reset to zero with the tolerances specified.
The boundary conditions should be in equilibrium with the initial stresses
and applied loads. If the horizontal stress is nonzero, horizontal equilibrium
must be maintained by fixing the boundary conditions on any nonhorizontal edges
of the finite element model in the horizontal direction or by using infinite
elements (Infinite Elements).
If heat transfer is modeled, the temperature boundary conditions should be in
equilibrium with the initial temperature field and applied thermal loads.
Loads
The following loading types can be prescribed in a geostatic stress field
procedure:
-
Concentrated nodal forces can be applied to the displacement degrees of
freedom (1–6); see
Concentrated Loads.
-
Distributed pressure forces or body forces can also be applied; see
Distributed Loads.
The distributed load types available with particular elements are described in
Abaqus Elements Guide.
The magnitude and direction of gravitational loading are defined by using the
gravity or body force distributed load types.
-
Pore fluid flow is controlled as described in
Pore Fluid Flow.
If heat transfer is modeled, the following types of thermal loading can also
be prescribed (Thermal Loads).
-
Concentrated heat fluxes.
-
Body fluxes and distributed surface fluxes.
-
Convective film conditions and radiation conditions; film properties can
be made a function of temperature.
Predefined Fields
The following predefined fields can be specified in a geostatic stress field
procedure, as described in
Predefined Fields:
-
For a geostatic analysis that does not model heat transfer and uses
regular pore pressure elements, temperature is not a degree of freedom and
nodal temperatures can be specified.
-
Predefined temperature fields are not allowed in a geostatic analysis
that also models heat transfer. Boundary conditions should be used instead to
specify temperatures, as described earlier.
-
The values of user-defined field variables can be specified; these
values affect only field-variable-dependent material properties, if any.
Material Options
Any of the mechanical constitutive models available in
Abaqus/Standard
can be used to model the porous solid material. However, the enhanced procedure
can be used only with the elastic, porous elastic, extended Cam-clay
plasticity, and Mohr-Coulomb plasticity models. Use of a nonsupported material
model with this procedure may lead to poor convergence or no convergence if
displacements are larger than the displacements corresponding to the tolerances
specified.
Abaqus
will issue a warning message if the procedure is used with a nonsupported
material model.
If a porous medium will be analyzed subsequent to the geostatic procedure,
pore fluid flow quantities such as permeability and sorption should be defined
(see
About Pore Fluid Flow Properties).
If heat transfer is modeled, thermal properties such as conductivity,
specific heat, and density should be defined for both the solid and the pore
fluid phases (see
Thermal Properties If Heat Transfer Is Modeled
for details on how to specify separate thermal properties for the two phases).
Elements
Any of the stress/displacement elements in
Abaqus/Standard
can be used in a geostatic procedure. Continuum pore pressure elements can also
be used for modeling fluid in a deforming porous medium. These elements have
pore pressure degree of freedom 8 in addition to displacement degrees of
freedom 1–3. However, the enhanced procedure can be used only with continuum
and cohesive elements with pore pressure degrees of freedom and the
corresponding stress/displacements elements. Use of nonsupported elements with
this procedure may lead to poor convergence or no convergence if displacements
are larger than the displacements corresponding to the tolerances specified.
Abaqus
will issue a warning message if the procedure is used with a nonsupported
element.
Continuum elements that couple temperature, pore pressure, and displacement
can be used if heat transfer needs to be modeled. These elements have
temperature degree of freedom 11 in addition to pore pressure degree of freedom
8 and displacement degrees of freedom 1–3. See
Choosing the Appropriate Element for an Analysis Type
for more information.
Output
The element output available for a coupled pore fluid diffusion/stress
analysis includes the usual mechanical quantities such as (effective) stress;
strain; energies; and the values of state, field, and user-defined variables.
In addition, the following quantities associated with pore fluid flow are
available:
- VOIDR
-
Void ratio, e.
- POR
-
Pore pressure, .
- SAT
-
Saturation, s.
- GELVR
-
Gel volume ratio, .
- FLUVR
-
Total fluid volume ratio, .
- FLVEL
-
Magnitude and components of the pore fluid effective velocity vector,
.
- FLVELM
-
Magnitude, , of the pore fluid
effective velocity vector.
- FLVELn
-
Component n of the pore fluid effective velocity
vector (n=1, 2, 3).
If heat transfer is modeled, the following element output variables
associated with heat transfer are also available:
- HFL
-
Magnitude and components of the heat flux vector.
- HFLn
-
Component n of the heat flux vector
(n=1, 2, 3).
- HFLM
-
Magnitude of the heat flux vector.
- TEMP
-
Integration point temperatures.
-
TEMPR
-
Integration point temperature rate.
- GRADT
-
Temperature gradient vector.
- GRADTn
-
Component n of the temperature gradient
(n=1,2,3).
The nodal output available includes the usual mechanical quantities such as
displacements, reaction forces, and coordinates. In addition, the following
quantities associated with pore fluid flow are available:
- POR
-
Pore pressure at a node.
- RVF
-
Reaction fluid volume flux due to prescribed pressure. This flux is the rate
at which fluid volume is entering or leaving the model through the node to
maintain the prescribed pressure boundary condition. A positive value of RVF indicates fluid is entering the model.
If heat transfer is modeled, the following nodal output variables associated
with heat transfer are also available:
- NT
-
Nodal point temperatures.
- RFL
-
Reaction flux values due to prescribed temperature.
- RFLn
-
Reaction flux value n at a node
(n=11, 12, …).
- CFL
-
Concentrated flux values.
- CFLn
-
Concentrated flux value n at a node
(n=11, 12, …).
- SROCKij
-
Rock mechanics effective stress tensor.
All of the output variable identifiers are outlined in
Abaqus/Standard Output Variable Identifiers.
Input File Template
HEADING
…
MATERIAL, NAME=mat1
Data lines to define mechanical properties of the solid material
…
DENSITY
Data lines to define the density of the dry material
PERMEABILITY, SPECIFIC=
Data lines to define permeability, , as a function of the void ratio, e
CONDUCTIVITY
Data lines to define thermal conductivity of the solid grains if heat transfer is modeled
CONDUCTIVITY,TYPE=ISO, PORE FLUID
Data lines to define thermal conductivity of the permeating fluid if heat transfer is modeled
SPECIFIC HEAT
Data lines to define specific heat of the solid grains if transient heat transfer is modeled in a
subsequent step
SPECIFIC HEAT,PORE FLUID
Data lines to define specific heat of the permeating fluid if transient heat transfer is modeled in a subsequent step
DENSITY
Data lines to define density of the solid grains if transient heat transfer is modeled in a subsequent
step
DENSITY,PORE FLUID
Data lines to define density of the permeating fluid if transient heat transfer is modeled in a
subsequent step
LATENT HEAT
Data lines to define latent heat of the solid grains if phase change due to temperature change is modeled
LATENT HEAT,PORE FLUID
Data lines to define latent heat of the permeating fluid if phase change due to temperature change
is modeled
…
INITIAL CONDITIONS, TYPE=STRESS, GEOSTATIC
Data lines to define the initial stress state
INITIAL CONDITIONS, TYPE=PORE PRESSURE
Data lines to define initial values of pore fluid pressures
INITIAL CONDITIONS, TYPE=RATIO
Data lines to define initial values of the void ratio
INITIAL CONDITIONS, TYPE=SATURATION
Data lines to define initial saturation
INITIAL CONDITIONS, TYPE=TEMPERATURE
Data lines to define initial temperature
BOUNDARY
Data lines to define zero-valued boundary conditions
**
STEP
GEOSTATIC
CLOAD and/or DLOAD and/or DSLOAD
Data lines to specify mechanical loading
FLOW and/or SFLOW and/or DFLOW and/or DSFLOW
Data lines to specify pore fluid flow
CFLUX and/or DFLUX
Data lines to define concentrated and/or distributed heat fluxes if heat transfer is modeled
BOUNDARY
Data lines to specify displacements or pore pressures
END STEP
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