Domain changed

[nikhilnbr]

While doing pushover analysis for an RC Frame in opensees navigator,i got this warning


WARNING DisplacementControl::domainChanged() - zero reference loadStaticAnalysis::setAlgorithm() - Integrator::domainChanged() failedStaticAnalysis::analyze() - domainChanged failed at step 0 of 10000
OpenSees > analyze failed, returned: -1 error flag

Pls help me in fixing this error

[nikhilnbr]

Previous error was fixed.
But new error popped up this time

ForceBeamColumn2d::update() -- could not invert flexibility
ForceBeamColumn2d::update() -- could not invert flexibility

WARNING - ForceBeamColumn2d::update - failed to get compatible element forces & deformations for element: 11(dW: << 0.158348)
Domain::update - domain failed in update
DisplacementControl::update - model failed to update for new dU
WARNING NewtonRaphson::solveCurrentStep() -the Integrator failed in update()
StaticAnalysis::analyze() - the Algorithm failed at iteration: 0 with domain at load factor 35.7681
OpenSees > analyze failed, returned: -3 error flag

Can anyone help me in fixing this

[canjunli]

Dear all，
I'm also carrying out the pushover. When I run it ,a problem occured.

WARNING DisplacementControl::domainChanged() - zero reference loadStaticAnalysis::setAlgorithm() - Integrator::domainChanged() failedStaticAnalysis::analyze() - domainChanged failed at step 0 of 10000
OpenSees > analyze failed, returned: -1 error flag
Hope get your advice!
Thank you!

[jessicagitomarsono]

Hi, Dear all,
I am new to OpenSees, and I got the same problem,
I try a simple model which is a single fiber column given displacement control loading in order to know the behaviour, I failed to get the result, and this pop ups:

WARNING DisplacementControl::domainChanged() - zero reference loadStaticAnalysis::setAlgorithm() - Integrator::domainChanged() failedStaticAnalysis::analyze() - domainChanged failed at step 0 of 200
OpenSees > analyze failed, returned: -1 error flag
-1

My code is:
#Units: kN, mm;
model basic -ndm 2 -ndf 3;

node 1 0.0 0.0;
node 2 0.0 2600;

# Fix supports at base of column;
# Tag DX DY RZ;
fix 1 1 1 1;
fix 2 1 0 1;

puts "fix ends ok"

# Define materials for columns;
## uniaxialMaterial Concrete04 $matTag $fc $ec $ecu $Ec <$fct $et> <$beta>;
uniaxialMaterial Concrete04 1 -23.2 -0.004 -0.004 -24;

# Define cross-section for nonlinear ;
section Fiber 1 {
# concrete fibers patch quad $matTag $numSubdivIJ $numSubdivJK $yI $zI $yJ $zJ $yK $zK $yL $zL
patch quad 1 5 5 -150 -150 150 -150 150 150 -150 150
};

puts "sections ok"

# Define column elements;
## Geometry of coloumn elements;
geomTransf Linear 1;

puts "Geometric Transformation ok"

# Create the columns using displacement controlled beam-column elements;
# element dispBeamColumn $eleTag $iNode $jNode $numIntgrPts $secTag $transfTag <-mass $massDens> <-cMass> <-integration $intType>;
element dispBeamColumn 1 1 2 3 1 1;

puts "sections ok"

# Set up and perform analysis;
## Create recorders;

# Generates output file disp.out that contains relative displacements in x and y direction at nodes 1, 2.;
recorder Node -file disp.out -time -node 1 2 -dof 1 2 disp;

# Generates output file rotation.out that contains rotation (dof 3 for 2D) at nodes 1;
recorder Node -file rot4ac.out -time -node 1 -dof 3 disp;

recorder Drift -file drift.out -time -iNode 1 -jNode 2 -dof 1 -perpDirn 2;

recorder Element -file stressstrain.out -time -ele 1 section 1 fiber 0 0 stressStrain;

# Create time series and load pattern;
set P -100.0;
timeSeries Linear 1;
# pattern Plain $patternTag $tsTag <-fact $cFactor> {load $nodeTag (ndf $LoadValues)};
pattern Plain 1 1 {load 2 $P 0. 0.};

# create the analysis;
constraints Plain;
numberer RCM;
system BandGen;
test NormDispIncr 1.0e-6 20 1;
algorithm KrylovNewton;
# integrator DisplacementControl $node $dof $incr <$numIter $?Umin $?Umax>;
integrator DisplacementControl 2 2 -0.001;
analysis Static;

# Perform the analysis;
analyze 100

can anyone help me to fix this?

[selimgunay]

The attached tcl script does not have this issue. But your model had several issues, i corrected them, but I think more needs to be fixed. I would recommend you to start from the beginning with the cantilever example below

http://opensees.berkeley.edu/wiki/index ... with_units

---------------------------------------------------------------------------------------------------------------------------------------------------------

#Units: kN, mm;
model basic -ndm 2 -ndf 3;

node 1 0.0 0.0;
node 2 0.0 2600;

# Fix supports at base of column;
# Tag DX DY RZ;
fix 1 1 1 1;
fix 2 0 1 0;

puts "fix ends ok"

# Define materials for columns;
## uniaxialMaterial Concrete04 $matTag $fc $ec $ecu $Ec <$fct $et> <$beta>;
uniaxialMaterial Concrete04 1 -23.2 -0.004 -0.004 -24;

# Define cross-section for nonlinear ;
section Fiber 1 {
# concrete fibers patch quad $matTag $numSubdivIJ $numSubdivJK $yI $zI $yJ $zJ $yK $zK $yL $zL
patch quad 1 5 5 -150 -150 150 -150 150 150 -150 150
};

puts "sections ok"

# Define column elements;
## Geometry of coloumn elements;
geomTransf Linear 1;

puts "Geometric Transformation ok"

# Create the columns using displacement controlled beam-column elements;
# element dispBeamColumn $eleTag $iNode $jNode $numIntgrPts $secTag $transfTag <-mass $massDens> <-cMass> <-integration $intType>;
element dispBeamColumn 1 1 2 3 1 1;

puts "sections ok"

# Set up and perform analysis;
## Create recorders;

# Generates output file disp.out that contains relative displacements in x and y direction at nodes 1, 2.;
recorder Node -file disp.out -time -node 1 2 -dof 1 2 disp;

# Generates output file rotation.out that contains rotation (dof 3 for 2D) at nodes 1;
recorder Node -file rot4ac.out -time -node 1 -dof 3 disp;

recorder Drift -file drift.out -time -iNode 1 -jNode 2 -dof 1 -perpDirn 2;

recorder Element -file stressstrain.out -time -ele 1 section 1 fiber 0 0 stressStrain;

# Create time series and load pattern;
set P -100.0;
#timeSeries Linear 1;
# pattern Plain $patternTag $tsTag <-fact $cFactor> {load $nodeTag (ndf $LoadValues)};
pattern Plain 1 Linear {load 2 $P 0. 0.};

# create the analysis;
constraints Plain;
numberer RCM;
system BandGen;
test NormDispIncr 1.0e-6 20 1;
algorithm KrylovNewton;
# integrator DisplacementControl $node $dof $incr <$numIter $?Umin $?Umax>;
integrator DisplacementControl 2 1 0.001;
analysis Static;

# Perform the analysis;
analyze 100

[jessicagitomarsono]

Thank you for your reply, really appreciate it! Thanks

[HamptonBay]

Thankyou for the replies. I was having the same problem.