OpenSees > source 33.tcl
WARNING: CTestEnergyIncr::test() - failed to converge
after: 6 iterations
NewtnRaphson::solveCurrentStep() -the ConvergenceTest object failed in test()
StaticAnalysis::analyze() - the Algorithm failed at iteration: 7 with domain at
load factor 0.8
OpenSees > analyze failed, returned: -3 error flag
here is the code:
wipe
model basicBuilder -ndm 3 -ndf 6
#Nodal coordinates:
node 1 0 0 0
node 2 0 3.2 0
node 3 5 0 0
node 4 5 3.2 0
node 5 0 0 5
node 6 0 3.2 5
node 7 5 0 5
node 8 5 3.2 5
node 9 2.5 3.2 2.5;
#Bondary condition:
fix 1 1 1 1 1 1 1
fix 3 1 1 1 1 1 1
fix 5 1 1 1 1 1 1
fix 7 1 1 1 1 1 1;
#Assgine rigid diaphragm:
rigidDiaphragm 2 9 2 4 6 8
#Coinstraint rigid diaphragm
fix 9 0 1 0 1 0 1
#assine masses:
mass 2 670 670 670 0 0 0
mass 4 670 670 670 0 0 0
mass 6 670 670 670 0 0 0
mass 8 670 670 670 0 0 0;
#Define materials:
# MATERIAL parameters -------------------------------------------------------------------
set IDconcU 1; # material ID tag -- unconfined cover concrete
set IDreinf 2; # material ID tag -- reinforcement
# nominal concrete compressive strength
set fc -2100000; # CONCRETE Compressive Strength, ksi (+Tension, -Compression)
set Ec 2.18e+09; # Concrete Elastic Modulus
# unconfined concrete
set fc1U $fc; # UNCONFINED concrete (todeschini parabolic model), maximum stress
set eps1U -0.003; # strain at maximum strength of unconfined concrete
set fc2U [expr 0.25*$fc1U]; # ultimate stress
set eps2U -0.0065; # strain at ultimate stress
set lambda 0.1; # ratio between unloading slope at $eps2 and initial slope $Ec
# tensile-strength properties
set ftU [expr -0.1*$fc1U]; # tensile strength +tension
set Ets [expr $ftU/0.002]; # tension softening stiffness
# -----------
set Fy 40000000; # STEEL yield stress
set Es 2.1e+10; # modulus of steel
set Bs 0.01; # strain-hardening ratio
set R0 18; # control the transition from elastic to plastic branches
set cR1 0.925; # control the transition from elastic to plastic branches
set cR2 0.15; # control the transition from elastic to plastic branches
#uniaxialMaterial Concrete01 $IDconcU $fc1U $eps1U $fc2U $eps2U ; # build cover concrete (unconfined)
uniaxialMaterial Concrete02 $IDconcU $fc1U $eps1U $fc2U $eps2U $lambda $ftU $Ets;
uniaxialMaterial Steel02 $IDreinf $Fy $Es $Bs $R0 $cR1 $cR2;
#Define sections:
set 50.50-8T20 1;
set B45.45-1 2;
section fiberSec 1 {
patch quadr $IDconcU 5 5 -0.25 -0.25 0.25 -0.25 0.25 0.25 -0.25 0.25
layer straight $IDreinf 3 0.00031416 -0.19 -0.19 0.19 -0.19 ; #Bot layer
layer straight $IDreinf 3 0.00031416 -0.19 0.19 0.19 0.19 ; #top layer
fiber 0.19 0 0.00031416 $IDreinf ; #right layer
fiber -0.19 0 0.00031416 $IDreinf ; #left layer
}; #end of definition of C50.50-8T20
section fiberSec 2 {
patch quadr $IDconcU 5 5 -0.225 -0.225 0.225 -0.225 0.225 0.225 -0.225 0.225
layer straight $IDreinf 3 0.00031416 -0.165 -0.165 0.165 -0.165 ; #Bot layer
layer straight $IDreinf 4 0.0003801 -0.164 0.164 0.164 0.164 ; #top layer
}; #end of definition of B45.45-1-TOP 4n22 & bot 3n20
#Assign torsional stiffness for 3D Model:
uniaxialMaterial Elastic 10 1000000000;
section Aggregator 20 10 T -section 1
section Aggregator 21 10 T -section 2
# Geometric transformation for columns
geomTransf Linear 1 0 0 1 ; #columns
geomTransf Linear 2 0 0 1 ; #XZ beams
geomTransf Linear 3 1 0 0 ; #YZ plane beams
#Define elements:
#columnSections:
element nonlinearBeamColumn 1 1 2 5 20 1
element nonlinearBeamColumn 2 3 4 5 20 1
element nonlinearBeamColumn 3 5 6 5 20 1
element nonlinearBeamColumn 4 7 8 5 20 1;
#Beamsections:
element nonlinearBeamColumn 5 2 4 5 21 2
element nonlinearBeamColumn 6 6 8 5 21 2
element nonlinearBeamColumn 7 2 6 5 21 3
element nonlinearBeamColumn 8 4 8 5 21 3;
#Define Gravity loads:
pattern Plain 1 Linear {
eleLoad -ele 5 6 7 8 -type -beamUniform 0 -5000
};
# Gravity-analysis parameters -- load-controlled static analysis
set Tol 1.0e-8; # convergence tolerance for test
constraints Lagrange; # how it handles boundary conditions
numberer RCM; # renumber dof's to minimize band-width (optimization), if you want to
system BandGeneral; # how to store and solve the system of equations in the analysis
test EnergyIncr $Tol 6 ; # determine if convergence has been achieved at the end of an iteration step
algorithm Newton; # use Newton's solution algorithm: updates tangent stiffness at every iteration
set NstepGravity 10; # apply gravity in 10 steps
set DGravity [expr 1./$NstepGravity]; # first load increment;
integrator LoadControl $DGravity; # determine the next time step for an analysis
analysis Static; # define type of analysis static or transient
analyze $NstepGravity; # apply gravity
# ------------------------------------------------- maintain constant gravity loads and reset time to zero
loadConst -time 0.0
this is my first time that i model 3-d frame with opensees.Please help me with this one.
Regards
