# Drucker-Prager Constitutive Model (LAWS 10, 21 and 81)

## Drucker-Prager (LAW10 and LAW21)

For materials, like soils and rocks, the frictional and dilatational effects are significant. In these materials, the plastic behavior depends on the pressure as the internal friction is proportional to the normal force.

Furthermore, for frictional materials, associative plasticity laws, in which the plastic
flow is normal to the yield surface, are often inappropriate. Drucker-Prager ^{1} yield criterion uses a modified von Mises yield
criteria to incorporate the effects of pressure for massive structures:

- ${J}_{2}$
- Second invariant of deviatoric stress ${J}_{2}=\frac{1}{2}{s}_{ij}{s}_{ij}$
- $P$
- Pressure
- ${A}_{0}$ , ${A}_{1}$ , ${A}_{2}$
- Material coefficients

Figure 1 shows Equation 1 in the plane of $\sqrt{{J}_{2}}$ and $P$ . The criterion expressed in the space of principal stresses represents a revolutionary surface with an axis parallel to the trisecting of the space as shown in Figure 2. This representation is in contrast with the von Mises criteria where yield criterion has a cylindrical shape. Drucker-Prager criterion is a simple approach to model the materials with internal friction because of the symmetry of the revolution surface and the continuity in variation of normal to the yield surface.

For LAW10 pressure evaluation for EOS is described with /EOS/COMPACTION.

The pressure in the material is determined in function of volumetric strain for loading phase:

for loading $d\mu >0$

Where, $f$ is a user-defined (LAW21) or a cubic polynomial function (LAW10). For unloading phase, if the volumetric strain has a negative value, a linear relation is defined as:

for unloading $d\mu <0$ and $\mu <0$

For unloading with a positive volumetric strain, another linear function may be used:

for unloading $d\mu <0$ and $\mu >0$

## Drucker-Prager Constitutive Model with Cap (LAW81)

### Yield Surface

Cap hardening considered in this material law in ${p}_{a}<p<{p}_{b}$ is described with:

In lower compression or tension $p\le {p}_{a}$ , then linear yield surface will be considered with:

- $q$
- von Mises stress
- $p$
- Pressure
- ${s}_{ij}$
- Deviatoric stress
- ${}_{c}$
- Cohesion
- $\beta $
- Friction angle
- ${p}_{0}$
- Pressure value

### Plastic Flow

Plastic flow is governed by the non-associated flow potential $G$ defined as:

If $p\le {p}_{a}$

If ${p}_{a}<p\le {p}_{0}$

If $p>{p}_{0}$ (example, the flow becomes associated on the cap)

The plastic potential is continuous as you have $\frac{\partial G}{\partial p}\left({p}_{0}\right)=\frac{\partial F}{\partial p}\left({p}_{0}\right)=0$ .

By definition the plastic flow is normal to the flow potential.

The scalar $d\Lambda $ will be determined in order to satisfy consistency and experimental hardening/softening.

### Hardening/Softening

The cap is defined by only one parameter ${p}_{b}$ , assume that ${p}_{a}$ evolves according to:

- ${p}_{a0}$ and ${p}_{b0}$
- Initial value of ${p}_{a}$ and ${p}_{b}$

`fct_ID`

_{pb}.

- Shear yielding has an effect on
${p}_{b}$
, which depends on the possible dilantancy
imposed by the flow rule. An option to prevent this phenomenon is provided,
for example, for rocks (cap softening deactivation flag
`I`_{soft}). - ${p}_{a}$ is derived from ${p}_{b}$ via Equation 12
- If softening is allowed, the condition ${p}_{a}>0$ is imposed, otherwise, $d{\epsilon}_{v}^{p}\ge 0$

### Derive Stress-Strain Relationships

Considering bulk and shear moduli $K$ and $\mu $ , write the relationship between stress and elastic strain deviatoric tensors and and between pressure and volumetric strain and its plastic component.

Note that,

You can relate the increment of the plastic volumetric strain $d{\epsilon}_{v}^{p}$ and the equivalent plastic strain $d{\epsilon}_{d}^{p}$ and $d\Lambda $ .

and $d{\epsilon}_{d}^{p}=d\Lambda \frac{\partial G}{\partial q}$ with $\frac{\partial G}{\partial q}=1$ .

and solving for $d\Lambda $ from Equation 11, Equation 14, Equation 16 and Equation 17, you obtain,

With $h=3\mu +K\frac{\partial F}{\partial p}\frac{\partial G}{\partial p}-\frac{\partial F}{\partial c}\frac{dc}{d{\epsilon}_{d}^{p}}-\frac{\partial G}{\partial p}\frac{\partial F}{\partial {p}_{b}}\frac{d{p}_{b}}{d{\epsilon}_{v}^{p}}$

You can then compute all terms in Equation 18.

If $p\le {p}_{a}$ , then $\frac{\partial F}{\partial p}=-\mathrm{tan}\beta $ , $\frac{\partial F}{\partial c}=-1$ , $\frac{\partial F}{\partial {p}_{b}}=0$ .

If $p\ge {p}_{a}$ , then

$\frac{\partial F}{\partial c}=-{r}_{c}\left(p\right)$

and $\frac{\partial F}{\partial {p}_{b}}=\frac{-p\left(p-{p}_{a}\right)}{{r}_{c}{p}_{b}{\left({p}_{b}-{p}_{a}\right)}^{2}}\left(p\mathrm{tan}\beta +c\right)$

If $p\le {p}_{a}$ , then $\frac{\partial G}{\partial p}=-\mathrm{tan}\psi $

If ${p}_{a}\le p\le {p}_{0}$ , then

If $p\ge {p}_{0}$ , then $\frac{\partial F}{\partial p}=\frac{\partial G}{\partial p}$

Finally, $\frac{dq}{dp}=0$ gives

When $p<{p}_{0}$ and $\frac{\partial G}{\partial p}<0$ leads to softening of the cap. If the no-softening cap flag is set, the last term in Equation 14 is irrelevant. To achieve this, set $\frac{\partial F}{\partial {p}_{b}}=0$ and impose on the hardening parameter $d{\epsilon}_{v}^{p}$ not decrease, although there is some volumetric plastic flow $d{\epsilon}_{v}^{p}$ .

For $p\to {p}_{b}$ , $\frac{d{r}_{c}}{dp}\to \infty $ , $d\Lambda \to \infty $ , so that $d{\epsilon}_{v}^{p}$ is undetermined in Equation 17.

In this case, a special treatment needs to be performed; at first order, the deviatoric terms are neglected.

### Elastic Properties

Yielding the cap actually models the compaction process. The elastic properties should thus increase when the porosity decreases, that is, ${\epsilon}_{v}^{p}$ increases.

### Porosity Model

^{2}and assumes the soils are made of elastic grains with voids and is for low energies when the soil is not fully compacted. For a fully compacted soil at high energy, an equation of state should be used. In this material law, the variation of the volume of voids has an elastic part due to the elastic deformation of the skeleton and a plastic part which corresponds to the rearrangement of grains which induces compaction upon pressure loadings and dilatancy when undergoing shear loadings.

In the elastic case, the void volume does not change. However, in the plastic case, the porosity change is defined by:

The initial state of the pores is defined by the initial porosity, initial saturation, and initial pore pressure. The saturation is defined as the ratio of the volume of the water to the volume in the void:

The above voids can be partly or totally filled with water.
In soil mechanics, when the soil is not saturated
$S<1$
the only effect of water is its weight and mass so
the water pressure
$u=0$
; the mechanical properties are then the same as the
drained soil. When the soil is saturated
$S\ge 1$
, the water pressure
$u$
is taken into account using Terzaghi’s assumption.
^{3} The total pressure is
$p={p}^{\text{'}}+u$
, where
$p$
is the effective pressure in the structure that has
the voids. Also, assume the initial water pressure does not exceed the initial
pressure in the skeleton.

The average density of the void can be calculated as the mass of the water divided by the volume of the void:

Next, define:

Where, ${\rho}_{w0}$ is the initial density of the water.

For stability reasons, a viscousity term is added.

If ${\mu}_{w}>-tol\text{then}{u}_{vis}=-{\alpha}_{v}\sqrt{{K}_{w}\rho}{\left(Vol\right)}^{\frac{1}{3}}{\epsilon}_{v}$ and is added to ${u}^{*}$ .

For a smoother transition, define:

^{1}Drucker D. and Prager W.,

Soil mechanics and plastic analysis of limit design, Quart. Appl. Math., Vol. 10, 157-165, 1952.

^{2}R. Kohler and G. Hofstetter, A cap model for partially saturated soils, Wiley & Sons, 2007

^{3}Karl Terzaghi, Theoretical Soil Mechanics, Wiley & Sons, 1943