error in ststic analysis

[robab]

Hi, what is this error? how I can solve it?

WARNING: CTestNormDispIncr:() - failed to converge
after: 10 iterations
NewtonRaphson: solveCurrentStep() -the ConvergenceTest object failed in test ()
staticAnalysis :: analyze () the algorithm failed at iteration: 0 with domain at load factor 0.1
OpenSees > analyze failed, returned: -3 error flag

thanks

[vesna]

Most probably you have an error in your model as you could not go even through 1 step of analysis. Do eigen analysis to verify your model.

[robab]

Hi
This is my model:

wipe

set PI [expr 2*asin(1.0)];
set g 9.806;
puts "SET UP"
model basic -ndm 2 -ndf 3
# nodeID X Z
node 11 0 0;
node 21 0 3.6;
node 31 0 7.2;
node 41 0 10.8;

node 12 6 0;
node 22 6 3.6;
node 32 6 7.2;
node 42 6 10.8;

node 13 9 0;
node 23 9 3.6;
node 33 9 7.2;
node 43 9 10.8;

node 14 18 0;
node 24 18 3.6;
node 34 18 7.2;
node 44 18 10.8;

puts "NODES"
##### (column core concrete; confined concrere)
set fcconf [expr -2520820.0*9.806]; # CONCRETE Compressive Strength, unit:N/m^2 (+Tension, -Compression)
set fcuconf [expr -946914*9.806];
set epsc0conf [expr -0.01637];
set epscuconf [expr -0.00255];
set Ec [expr 2100000000*9.806]; # unit:N/m^2

uniaxialMaterial Concrete01 1 $fcconf $epsc0conf $fcuconf $epscuconf

##### (cover concrete, unconfined concrete) ###########
set fcnonconf [expr -2500000.0*9.806]; # CONCRETE Compressive Strength, unit:N/m^2 (+Tension, -Compression)
set fcunonconf 0.0;
set epsc0nonconf [expr -0.0022];
set epscunonconf [expr -0.005];

uniaxialMaterial Concrete01 3 $fcnonconf $epsc0nonconf $fcunonconf $epscunonconf

# Reinforcing steel
set fy [expr 40000000*9.806]; # Yield stress(N/m^2)
set E [expr 20390000000*9.806]; # Young's modulus(N/m^2)

uniaxialMaterial Steel01 4 $fy $E 0.01

puts "MATERIALS"

#------------ column -------------
geomTransf PDelta 1
#------------ beams --------------
geomTransf Linear 2

puts "GEOMETRIC TRANSFORMATION"

proc RectangularRCsection2D { secID H B cover IDcore IDcover IDreinf numBarsTop barAreaTop numBarsBot barAreaBot numBarsAtSkin barAreaAtSkin nfCoreY nfCoreZ nfCoverYlong nfCoverYshort} {

set y1 [expr $H/2.0]
set z1 [expr $B/2.0]

section Fiber $secID {

# Create the concrete core fibers
#
patch rect $IDcore $nfCoreY $nfCoreZ [expr $cover-$y1] [expr $cover-$z1] [expr $y1-$cover] [expr $z1-$cover]

# Create the concrete cover fibers (right, left, bottom, top)
patch rect $IDcover $nfCoverYlong $nfCoverYshort [expr -$y1] [expr $z1-$cover] $y1 $z1
patch rect $IDcover $nfCoverYlong $nfCoverYshort [expr -$y1] [expr -$z1] $y1 [expr $cover-$z1]
patch rect $IDcover $nfCoverYshort $nfCoverYlong [expr -$y1] [expr $cover-$z1] [expr $cover-$y1] [expr $z1-$cover]
patch rect $IDcover $nfCoverYshort $nfCoverYlong [expr $y1-$cover] [expr $cover-$z1] $y1 [expr $z1-$cover]

# Create the reinforcing fibers (top, bottom, right skin, left skin)
layer straight $IDreinf $numBarsTop $barAreaTop [expr $y1-$cover] [expr $z1-$cover] [expr $y1-$cover] [expr $cover-$z1]
layer straight $IDreinf $numBarsBot $barAreaBot [expr $cover-$y1] [expr $z1-$cover] [expr $cover-$y1] [expr $cover-$z1]
layer straight $IDreinf $numBarsAtSkin $barAreaAtSkin [expr $cover-$y1+(($H-2*$cover)/($numBarsAtSkin+1))] [expr $z1-$cover] [expr $y1-$cover-(($H-2*$cover)/($numBarsAtSkin+1))] [expr $z1-$cover]
layer straight $IDreinf $numBarsAtSkin $barAreaAtSkin [expr $cover-$y1+(($H-2*$cover)/($numBarsAtSkin+1))] [expr $cover-$z1] [expr $y1-$cover-(($H-2*$cover)/($numBarsAtSkin+1))] [expr $cover-$z1]

}; # end of fibersection definition

}; # end of procedure

# secID H B cover IDcore IDcover IDreinf numBarsTop barAreaTop numBarsBot barAreaBot numBarsAtSkin barAreaAtSkin nfCoreY nfCoreZ nfCoverYlong nfCoverYshort

# C45x45 with 12 phi 18
RectangularRCsection2D 1 0.45 0.45 0.05 1 3 4 4 2.54E-04 4 2.54E-04 2 2.54E-04 3 3 3 1

# C40x40 with 12 phi 16
RectangularRCsection2D 2 0.4 0.4 0.05 1 3 4 4 2.01E-04 4 2.01E-04 2 2.01E-04 3 3 3 1

# C35X35 with 8 phi 16
RectangularRCsection2D 3 0.35 0.35 0.05 1 3 4 3 2.01E-04 3 2.01E-04 1 2.01E-04 3 3 3 1

# B40x40 with 9 phi 18
RectangularRCsection2D 4 0.4 0.4 0.05 3 3 4 5 2.54E-04 4 2.54E-04 0 0 3 3 3 1

# B40x40 with 7 phi 18
RectangularRCsection2D 5 0.4 0.4 0.05 3 3 4 4 2.54E-04 3 2.54E-04 0 0 3 3 3 1

# B35x35 with 6 phi 16
RectangularRCsection2D 6 0.35 0.35 0.045 3 3 4 3 2.01E-04 3 2.01E-04 0 0 3 3 3 1

puts "DEFINE RECTANGULAR SECTION"


# ###############################################################
# CREATING ELEMENTS BETWEEN NODES #
# ###############################################################


#------------------------------- COLUMNS --------------------------

#---- COLUMNS
# $eleTag $iNode $jNode $numIntgrPts $secTag $transfTag
element nonlinearBeamColumn 110 11 21 5 1 1
element nonlinearBeamColumn 210 21 31 5 2 1
element nonlinearBeamColumn 310 31 41 5 2 1

element nonlinearBeamColumn 120 12 22 5 1 1
element nonlinearBeamColumn 220 22 32 5 2 1
element nonlinearBeamColumn 320 32 42 5 2 1

element nonlinearBeamColumn 130 13 23 5 1 1
element nonlinearBeamColumn 230 23 33 5 2 1
element nonlinearBeamColumn 330 33 43 5 2 1

element nonlinearBeamColumn 140 14 24 5 1 1
element nonlinearBeamColumn 240 24 34 5 2 1
element nonlinearBeamColumn 340 34 44 5 2 1

puts "COLUMN ELEMENTS I"
#---------------------------------- BEAMS -------------------------------
# $eleTag $iNode $jNode $numIntgrPts $secTag $transfTag
element dispBeamColumn 111 21 22 5 4 2
element dispBeamColumn 121 22 23 5 4 2
element dispBeamColumn 131 23 24 5 4 2

element dispBeamColumn 211 31 32 5 4 2
element dispBeamColumn 221 32 33 5 4 2
element dispBeamColumn 231 33 34 5 4 2

element dispBeamColumn 311 41 42 5 5 2
element dispBeamColumn 321 42 43 5 5 2
element dispBeamColumn 331 43 44 5 5 2

# COMMAND: equalDOF $rNodeTag $cNodeTag $dof1 $dof2 ...

#----- storey 1 ------
equalDOF 21 22 1
equalDOF 21 23 1
equalDOF 21 24 1

#----- storey 2 ------
equalDOF 31 32 1
equalDOF 31 33 1
equalDOF 31 34 1

#----- storey 3 ------
equalDOF 41 42 1
equalDOF 41 43 1
equalDOF 41 44 1
puts "Rigid Diaphragm ON"

pattern Plain 1 Linear {
load 21 [expr 2400*$g] 0.0 0.0; # nodal superstructure-weight on beam
load 31 [expr 2400*$g] 0.0 0.0;
load 41 [expr 1200*$g] 0.0 0.0;
};

puts "GRAVITY LOADES"
# ------------------------------
# Start of analysis generation
# ------------------------------
# Create the system of equation, a sparse solver with partial pivoting
system BandGeneral

# Create the constraint handler, the transformation method
constraints Transformation

# Create the DOF numberer, the reverse Cuthill-McKee algorithm
numberer RCM

# Create the convergence test, the norm of the residual with a tolerance of
# 1e-12 and a max number of iterations of 10
test NormDispIncr 1.0e-12 10 3

# Create the solution algorithm, a Newton-Raphson algorithm
algorithm Newton

# Create the integration scheme, the LoadControl scheme using steps of 0.1
integrator LoadControl 0.1

# Create the analysis object
analysis Static
# ------------------------------
# End of analysis generation
# ------------------------------
# ------------------------------
# Finally perform the analysis
# ------------------------------
# perform the gravity load analysis, requires 10 steps to reach the load level
analyze 10

puts "static analysis"

what is the problem?
thanks

[vesna]

you will have to figure it out yourself.

[Halim]

Hello Vesna,
Could you please explain how can I verify my model by eigenanalysis? How to find error(s) in a model by eigenanalysis?

I am not good at eigenanalysis, but I modified your script (Vesna Terzic 2010, Eigen analysis of a 2 story frame) for my model. When I run, the OpenSEES just shut down, without output.

Respects

[hshoar]

when Opensees shuts down automatically usually it means that you have an obvious mistake in defining of your model! for example defining an element between two nodes which are not exist...
I think you will find the problem if you check it precisely!

[fmk]

start by changing the elements to be elastic beam columns. if that fails your nodes, elements or boundary conditions are messed up.
if it works change the section to be elastic for the nonlinear beam columns. if that fails check your beam definitions.
if that works change the materials to be elasic. if it fails your section is wrong.
if that works your materials are incorrectly defined. look at the parameters or consider swtiching material types.

[Halim]

Thank you hshoar and fmk.