Drucker Prager

From OpenSeesWiki
Revision as of 22:46, 22 April 2010 by Mcganncr (talk | contribs)
Jump to navigation Jump to search



This command is used to construct an multi dimensional material object that has a Drucker-Prager yield criterium.

nDmaterial DruckerPrager $matTag $k $G $sigmaY $rho $rhoBar $Kinf $Ko $delta1 $delta2 $H $theta



This Code has been Developed by: Peter Mackenzie, U Washington and the great Pedro Arduino, U Washington


$matTag integer tag identifying material
$k bulk modulus
$G shear modulus
$sigmaY yield stress
$rho frictional strength parameter
$rhoBar controls evolution of plastic volume change, 0 ≤ $rhoBar ≤ $rho
$Kinf nonlinear isotropic strain hardening parameter, $Kinf ≥ 0
$Ko nonlinear isotropic strain hardening parameter, $Ko ≥ 0
$delta1 nonlinear isotropic strain hardening parameter, $delta1 ≥ 0
$delta2 tension softening parameter, $delta2 ≥ 0
$H linear strain hardening parameter, $H ≥ 0
$theta controls relative proportions of isotropic and kinematic hardening, 0 ≤ $theta ≤ 1

The material formulations for the Drucker-Prager object are "ThreeDimensional," "PlaneStrain," "Plane Stress," "AxiSymmetric".

THEORY

The yield condition for the Drucker-Prager model can be expressed as

<math> f\left(\mathbf{\sigma}, q^{iso}, \mathbf{q}^{kin}\right) = \left\| \mathbf{s} + \mathbf{q}^{kin} \right\| + \rho I_1 + \sqrt{\frac{2}{3}} q^{iso} - \sqrt{\frac{2}{3}} \sigma_Y^{} \leq 0

</math>

in which

<math> \mathbf{s} = \mathrm{dev} (\mathbf{\sigma}) = \mathbf{\sigma} - \frac{1}{3} I_1 \mathbf{1}

</math>

is the deviatoric stress tensor,

<math> I_1 = \mathrm{tr}(\mathbf{\sigma})

</math>

is the first invariant of the stress tensor, and the parameters <math>\rho_{}^{}</math> and <math>\sigma_Y^{}</math> are positive material constants.

The isotropic hardening stress is defined as

<math> q^{iso} = \theta H \alpha^{iso} + (K_{\infty} - K_o) \exp(-\delta_1 \alpha^{iso})

</math>

The kinematic hardening stress (or back-stress) is defined as

<math> \mathbf{q}^{kin} = -(1 - \theta) \frac{2}{3} H \mathbb{I}^{dev} : \mathbf{\alpha}^{kin}

</math>

The yield condition for the tension cutoff yield surface is defined as

<math> f_2(\mathbf{\sigma}, q^{ten}) = I_1 + q^{ten} \leq 0

</math>

where

<math> q^{ten} = T_o \exp(-\delta_2^{} \alpha^{ten})

</math>

and

<math> T_o = \sqrt{\frac{2}{3}} \frac{\sigma_Y}{\rho}

</math>

Further, general, information on theory for the Drucker-Prager yield criterion can be found at wikipedia here

Note: The Drucker-Prager strength parameters <math> \rho </math> and <math> \sigma_Y </math> can be related to the Mohr-Coulomb friction angle, <math> \phi </math>, and cohesive intercept, <math> c </math>, by evaluating the yield surfaces in a deviatoric plane as described by Chen and Saleeb (1994). By relating the two yield surfaces in triaxial compression, the following expressions are determined

<math> \rho = \frac{2 \sqrt{2} \sin \phi}{\sqrt{3} (3 - \sin \phi)}

</math>

<math> \sigma_Y = \frac{6 c \cos \phi}{\sqrt{2} (3 - \sin \phi)}

</math>

EXAMPLE

This example provides the input file and corresponding results for a confined triaxial compression (CTC) test using a single 8-node brick element and the Drucker-Prager constitutive model. A schematic representation of this test is shown below, (a) depicts the application of hydrostatic pressure, and (b) depicts the application of the deviator stress. Also shown is the stress path resulting from this test plotted on the meridian plane. As shown, the element is loaded until failure, at which point the model can no longer converge, as this is a stress-controlled analysis. 

#########################################################
#							#
# File is generated for the purposes of testing the	#
#	Drucker-Prager model --> conventional triaxial 	#
#				 compression test	#
#							#
#   Created:  03.16.2009 CRM				#
#   Updated:  02.02.2010 CRM				#
#							#
# ---> Basic units used are kN and meters		#
#							#
#########################################################

#-------------------------------------------------------
# create the modelBuilder and build the model
#-------------------------------------------------------
wipe

model BasicBuilder -ndm 3 -ndf 3

#--create the nodes
node 1	1.0	0.0	0.0
node 2	1.0	1.0	0.0
node 3 	0.0	1.0	0.0	
node 4	0.0	0.0	0.0
node 5	1.0	0.0	1.0
node 6 	1.0	1.0	1.0
node 7 	0.0	1.0	1.0
node 8 	0.0	0.0	1.0

#--triaxial test boundary conditions
fix 1 	0 1 1
fix 2 	0 0 1
fix 3	1 0 1
fix 4 	1 1 1
fix 5	0 1 0
fix 6 	0 0 0
fix 7	1 0 0
fix 8 	1 1 0

#--define material parameters for the model
#---bulk modulus
	set k       27777.78
#---shear modulus
	set G       9259.26
#---yield stress
	set sigY    5.0
#---failure surface and associativity
	set rho     0.398
	set rhoBar  0.398
#---isotropic hardening
	set Kinf    0.0
	set Ko 	    0.0
	set delta1  0.0
#---kinematic hardening
	set H 	    0.0
	set theta   1.0
#---tension softening
	set delta2  0.0

#--material models
#	   type	         tag  k   G   sigY   rho   rhoBar   Kinf   Ko   delta1   delta2   H   theta   
nDMaterial DruckerPrager 2    $k  $G  $sigY  $rho  $rhoBar  $Kinf  $Ko  $delta1  $delta2  $H  $theta

#--create the element
#	type	 tag  nodes		matID  bforce1  bforce2  bforce3  massdensity
element stdBrick 1    1 2 3 4 5 6 7 8   2      0.0      0.0      0.0      0

puts "model Built..."

#-------------------------------------------------------
# create the recorders
#-------------------------------------------------------
# record data at every ten time steps
set step 10

# record nodal displacements
recorder Node -file displacements1.out -time -dT $step -node all -dof 1 2 3 disp

# record the element stress, strain, and state at one of the Gauss points
recorder Element -ele 1 -time -file stress1.out  -dT $step  material 2 stress
recorder Element -ele 1 -time -file strain1.out  -dT $step  material 2 strain
recorder Element -ele 1 -time -file state1.out   -dT $step  material 2 state

puts "recorders set..."

#-------------------------------------------------------
# create the loading
#-------------------------------------------------------

#--pressure magnitude
set p 10.0
set pNode [expr -$p/4] 

#--loading object for hydrostatic pressure
pattern Plain 1 {Series -time {0 10 100} -values {0 1 1} -factor 1} { 
	load 1  $pNode 	0.0	0.0
	load 2  $pNode	$pNode	0.0
	load 3  0.0	$pNode  0.0
	load 5  $pNode  0.0	0.0
	load 6  $pNode	$pNode	0.0
	load 7 	0.0	$pNode	0.0
}

#--loading object deviator stress
pattern Plain 2 {Series -time {0 10 100} -values {0 1 2} -factor 1} { 
	load 5  0.0	0.0	$pNode
	load 6  0.0	0.0	$pNode
	load 7  0.0	0.0	$pNode
	load 8  0.0	0.0	$pNode
}

#-------------------------------------------------------
# create the analysis
#-------------------------------------------------------

integrator LoadControl 0.1
numberer RCM
system SparseGeneral
constraints Transformation
test NormDispIncr 1e-5 10 1
algorithm Newton
analysis Static

puts "starting the hydrostatic analysis..."
set startT [clock seconds]
analyze 1000

set endT [clock seconds]
puts "triaxial shear application finished..."
puts "loading analysis execution time: [expr $endT-$startT] seconds."

wipe

REFERENCES;

Drucker, D. C. and Prager, W., "Soil mechanics and plastic analysis for limit design." Quarterly of Applied Mathematics, vol. 10, no. 2, pp. 157–165, 1952.

Chen, W. F. and Saleeb, A. F., Constitutive Equations for Engineering Materials Volume I: Elasticity and Modeling. Elsevier Science B.V., Amsterdam, 1994.

Retrieved from "https://opensees.ist.berkeley.edu/wiki/index.php?title=Drucker_Prager&oldid=3337"