domain error: argument not in valid range

[michaelchen]

To anyone kind enough to help me,
I am trying to simulate a 1-story, 2-bay RC frame specimen. I have built the model and when I try to do the dynamic EQ analysis, but it just showed "domain error: argument not in valid range" and stopped.

Here is my model:

# SET UP ----------------------------------------------------------------------------
wipe; # clear memory of all past model definitions
model BasicBuilder -ndm 2 -ndf 3; # Define the model builder, ndm=#dimension, ndf=#dofs
set dataDir Data; # set up name of data directory (you can remove this)
file mkdir $dataDir; # create data directory
set GMdir "../GMfiles/"; # ground-motion file directory

# define UNITS ----------------------------------------------------------------------------
set mm 1; # define basic units -- output units
set N 1; # define basic units -- output units
set sec 1; # define basic units -- output units
set LunitTXT "mm"; # define basic-unit text for output
set FunitTXT "N"; # define basic-unit text for output
set TunitTXT "sec"; # define basic-unit text for output
set m [expr 1000*$mm]; # define engineering units
set Pa [expr $N/pow($m,2)];
set MPa [expr 1e6*$Pa];
set in [expr 25.4*$mm]; # define basic units -- output units
set psi [expr 0.00689*$MPa];
set mm2 [expr $mm*$mm]; # mm^2
set mm4 [expr $mm*$mm*$mm*$mm]; # mm^4
set cm [expr 10*$mm]; # centimeter, needed for displacement input in MultipleSupport excitation
set PI [expr 2*asin(1.0)]; # define constants
set g [expr 9.8*$m/pow($sec,2)]; # gravitational acceleration
set Ubig 1.e10; # a really large number
set Usmall [expr 1/$Ubig]; # a really small number
puts "units defined ok"

#source BuildRCrectSectionZ.tcl; # procedure for definining RC fiber section

# MATERIAL parameters -------------------------------------------------------------------
set IDconcU 1; # material ID tag -- unconfined cover concrete
set IDconcC 2; # material ID tag -- confined core concrete
set IDreinf1 3; # material ID tag -- reinforcement 中柱
set IDreinf2 4; # material ID tag -- reinforcement 边柱
# nominal concrete compressive strength
set fc [expr -24.5*$MPa]; # CONCRETE Compressive Strength, MPa (+Tension, -Compression)
set Ec [expr 4700*$MPa*sqrt(-$fc/$MPa)]; # Concrete Elastic Modulus
# unconfined concrete
set fc1U [expr -24.5*$MPa]; # UNCONFINED concrete (todeschini parabolic model), maximum stress
set eps1U -0.003; # strain at maximum strength of unconfined concrete
set fc2U [expr 0.2*$fc1U]; # ultimate stress
set eps2U -0.008; # strain at ultimate stress
set lambda 0.1; # ratio between unloading slope at $eps2 and initial slope $Ec
# confined concrete
set Kfc 1.3; # ratio of confined to unconfined concrete strength
set fc1C [expr -31.85*$MPa]; # CONFINED concrete (mander model), maximum stress
set eps1C -0.00738; # strain at maximum stress
set fc2C [expr 0.2*$fc1C]; # ultimate stress
set eps2C [expr 2*$eps1C]; # strain at ultimate stress
# tensile-strength properties
set ftU [expr -0.14*$fc1U]; # tensile strength +tension
set Ets [expr $ftU/0.002]; # tension softening stiffness
# steel
set Fy1 [expr 479*$MPa]; # STEEL yield stress
set Fu1 [expr 689*$MPa]; # STEEL ultimate stress
set Fy2 [expr 424*$MPa]; # STEEL yield stress
set Fu2 [expr 655*$MPa]; # STEEL ultimate stress
set Db [expr 12.7*$mm]; # STEEL Bar Diameter
set Es [expr 2.0e5*$MPa]; # modulus of steel
set Bs 0.018; # strain-hardening ratio
set R0 20; # 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 Concrete02 $IDconcU $fc1U $eps1U $fc2U $eps2U $lambda $ftU $Ets; # build cover concrete (unconfined)
uniaxialMaterial Concrete02 $IDconcC $fc1C $eps1C $fc2C $eps2C $lambda $ftU $Ets; # build core concrete (confined)
uniaxialMaterial Steel02 $IDreinf1 $Fy1 $Es $Bs $R0 $cR1 $cR2; # build reinforcement material 中柱
uniaxialMaterial Steel02 $IDreinf2 $Fy2 $Es $Bs $R0 $cR1 $cR2; # build reinforcement material 边柱

#uniaxialMaterial StrPen01 $Tag $fy $sy $fu $su $b $R $Cd $db $fc $la
uniaxialMaterial Bond_SP01 5 $Fy1 0.063 $Fu1 2.205 0.50 0.8 0.0 $Db $fc 25.0

puts "Material defined ok"

# define Zsection geometry
set HCol [expr 230.*$mm]; # Column Depth
set BCol [expr 230.*$mm]; # Column Width

# define Zsection geometry
set HBeam [expr 343.*$mm]; # Beam Depth
set BBeam [expr 1500.*$mm]; # Beam Width

# define section tags:
set ColSecTag 1
set BeamSecTag 2
set CirColSecTag 3

# FIBER SECTION properties -------------------------------------------------------------
# symmetric section of center column
# z
# ^
# |
# --------------------- ----- --
# | o o o | | -- cover
# | | |
# | | |
# | o + o | ---> y H
# | | |
# | | |
# | o o o | | -- cover
# --------------------- ----- --
# |-------- B ---------|
#
# define section geometry
set coverCol [expr 21.*$mm]; # Column cover to reinforcing steel NA.
set numBarsCol1 2; # number of longitudinal-reinforcement bars in column. (symmetric top & bot)
set numBarsCol2 1; # number of longitudinal-reinforcement bars in column. (symmetric middle of top & bot)
set numBarsCol3 2; # number of longitudinal-reinforcement bars in column. (mid)
set barAreaCol1 [expr 126.61*$mm2]; # area of longitudinal-reinforcement bars #4,d=12.7mm
set barAreaCol2 [expr 198.46*$mm2]; # area of longitudinal-reinforcement bars #5,d=15.9mm

# RC Center Column section:
set coverY1 [expr $HCol/2.0]; # The distance from the section z-axis to the edge of the cover concrete -- outer edge of cover concrete
set coverZ1 [expr $BCol/2.0]; # The distance from the section y-axis to the edge of the cover concrete -- outer edge of cover concrete
set coreY1 [expr $coverY1-$coverCol]
set coreZ1 [expr $coverZ1-$coverCol]
set nfY1 16; # number of fibers for concrete in y-direction
set nfZ1 16; # number of fibers for concrete in z-direction
section fiberSec $ColSecTag {; # Define the fiber section
patch rect $IDconcC $nfY1 $nfZ1 -$coreY1 -$coreZ1 $coreY1 $coreZ1 ; # Define the confined concrete
patch rect $IDconcU 4 $nfZ1 $coreY1 -$coreZ1 $coverY1 $coverZ1 ; # right concrete cover
patch rect $IDconcU 4 $nfZ1 -$coverY1 -$coverZ1 -$coreY1 $coreZ1 ; # left concrete cover
patch rect $IDconcU $nfY1 4 -$coreY1 $coreZ1 $coverY1 $coverZ1 ; # top concrete cover
patch rect $IDconcU $nfY1 4 -$coverY1 -$coverZ1 $coreY1 -$coreZ1 ; # bottom concrete cover
layer straight $IDreinf1 2 $barAreaCol1 -$coreY1 $coreZ1 $coreY1 $coreZ1; # top layer reinfocement
layer straight $IDreinf1 1 $barAreaCol2 0 $coreZ1 0 $coreZ1; # top layer middle bar
layer straight $IDreinf1 2 $barAreaCol2 -$coreY1 0 $coreY1 0 ; # center layer reinforcement
layer straight $IDreinf1 2 $barAreaCol1 -$coreY1 -$coreZ1 $coreY1 -$coreZ1; # bottom layer reinforcement
layer straight $IDreinf1 1 $barAreaCol2 0 -$coreZ1 0 -$coreZ1; # bottom layer middle bar
}; # end of fibersection definition

# RC Beam section:
set coverY2 [expr $HBeam/2.0]; # The distance from the section z-axis to the edge of the cover concrete -- outer edge of cover concrete
set coverZ2 [expr $BBeam/2.0]; # The distance from the section y-axis to the edge of the cover concrete -- outer edge of cover concrete
set coreY2 [expr $coverY2-$coverCol]
set coreZ2 [expr $coverZ2-$coverCol]
set nfY2 16; # number of fibers for concrete in y-direction
set nfZ2 16; # number of fibers for concrete in z-direction
section fiberSec $BeamSecTag {; # Define the fiber section
patch rect $IDconcC $nfY2 $nfZ2 -$coreY2 -$coreZ2 $coreY2 $coreZ2 ; # Define the confined concrete
patch rect $IDconcU 4 $nfZ2 $coreY2 -$coreZ2 $coverY2 $coverZ2 ; # right concrete cover
patch rect $IDconcU 4 $nfZ2 -$coverY2 -$coverZ2 -$coreY2 $coreZ2 ; # left concrete cover
patch rect $IDconcU $nfY2 4 -$coreY2 $coreZ2 $coverY2 $coverZ2 ; # top concrete cover
patch rect $IDconcU $nfY2 4 -$coverY2 -$coverZ2 $coreY2 -$coreZ2 ; # bottom concrete cover
layer straight $IDreinf1 12 $barAreaCol1 -$coreY2 $coreZ2 $coreY2 $coreZ2; # top layer reinfocement
layer straight $IDreinf1 12 $barAreaCol1 -$coreY2 -$coreZ2 $coreY2 -$coreZ2; # bottom layer reinforcement
}; # end of fibersection definition

# RC Circular Column section:
set DSec [expr 254*$mm]; # Column Diameter
set numBarsSec 8; # number of uniformly-distributed longitudinal-reinforcement bars
set barAreaSec [expr 126.61*$mm2]; # area of longitudinal-reinforcement bars
set ACol [expr $PI*pow($DSec,2)/4]; # cross-sectional area

# Generate a circular reinforced concrete section
set ri 0.0; # inner radius of the section, only for hollow sections
set ro [expr $DSec/2]; # overall (outer) radius of the section
set nfCoreR 16; # number of radial divisions in the core (number of "rings")
set nfCoreT 32; # number of theta divisions in the core (number of "wedges")
set nfCoverR 4; # number of radial divisions in the cover
set nfCoverT 32; # number of theta divisions in the cover

# Define the fiber section
section fiberSec $CirColSecTag {
set rc [expr $ro-$coverCol]; # Core radius
patch circ $IDconcC 8 4 0 0 $ri 30 0 360; #最中心区域
patch circ $IDconcC 16 8 0 0 30 60 0 360; #第二圈区域
patch circ $IDconcC 64 32 0 0 60 $rc 0 360; # Define the core patch
patch circ $IDconcU $nfCoverT $nfCoverR 0 0 $rc $ro 0 360; # Define the cover patch
set theta [expr 360.0/$numBarsSec]; # Determine angle increment between bars
layer circ $IDreinf2 $numBarsSec $barAreaSec 0 0 22 [expr 0.5*$theta] [expr 360-0.5*$theta]; # Define the reinforcing layer
}

#定义零长度截面
section fiberSec 4 {
set rc [expr $ro-$coverCol]; # Core radius
patch circ $IDconcC $nfCoreT $nfCoreR 0 0 $ri $rc 0 360; # Define the core patch
patch circ $IDconcU $nfCoverT $nfCoverR 0 0 $rc $ro 0 360; # Define the cover patch
set theta [expr 360.0/$numBarsSec]; # Determine angle increment between bars
layer circ 5 $numBarsSec $barAreaSec 0 0 22 [expr 0.5*$theta] [expr 360-0.5*$theta]; # Define the reinforcing layer
}

section fiberSec 5 {
patch rect $IDconcC $nfY1 $nfZ1 -$coreY1 -$coreZ1 $coreY1 $coreZ1 ; # Define the confined concrete
patch rect $IDconcU 4 $nfZ1 $coreY1 -$coreZ1 $coverY1 $coverZ1 ; # right concrete cover
patch rect $IDconcU 4 $nfZ1 -$coverY1 -$coverZ1 -$coreY1 $coreZ1 ; # left concrete cover
patch rect $IDconcU $nfY1 4 -$coreY1 $coreZ1 $coverY1 $coverZ1 ; # top concrete cover
patch rect $IDconcU $nfY1 4 -$coverY1 -$coverZ1 $coreY1 -$coreZ1 ; # bottom concrete cover
layer straight 5 2 $barAreaCol1 -$coreY1 $coreZ1 $coreY1 $coreZ1; # top layer reinfocement
layer straight 5 1 $barAreaCol2 0 $coreZ1 0 $coreZ1; # top layer middle bar
layer straight 5 2 $barAreaCol2 -$coreY1 0 $coreY1 0 ; # center layer reinforcement
layer straight 5 2 $barAreaCol1 -$coreY1 -$coreZ1 $coreY1 -$coreZ1; # bottom layer reinforcement
layer straight 5 1 $barAreaCol2 0 -$coreZ1 0 -$coreZ1; # bottom layer middle bar
}
puts "Section defined ok"

# define GEOMETRY -------------------------------------------------------------
# define structure-geometry paramters
set LCol [expr 1645.*$mm]; # column height
set LBeam [expr 1830.*$mm]; # beam length

# calculate locations of beam/column intersections:
set X1 0.;
set X2 [expr $X1 + $LBeam];
set X3 [expr $X2 + $LBeam];
set Y1 0.;
set Y2 [expr $Y1 + $LCol];

# define nodal coordinates
node 11 $X1 $Y1
node 12 $X2 $Y1
node 13 $X3 $Y1
node 21 $X1 $Y2
node 22 $X2 $Y2
node 23 $X3 $Y2
node 1 0 0;
node 2 $X2 0;
node 3 $X3 0;

# Set up parameters that are particular to the model for displacement control
set IDctrlNode 22; # node where displacement is read for displacement control
set IDctrlDOF 1; # degree of freedom of displacement read for displacement control
set NStory 1; # number of stories above ground level
set NBay 2; # number of bays
set LBuilding $Y1; # total building height

# BOUNDARY CONDITIONS
fix 11 1 1 1
fix 12 1 1 1
fix 13 1 1 1

equalDOF 11 1 2 3;
equalDOF 12 2 2 3;
equalDOF 13 3 2 3;

# Define SECTIONS -------------------------------------------------------------
set SectionType FiberSection; # options: Elastic FiberSection

# define section tags:
set ColSecTag 1
set BeamSecTag 2


# define ELEMENTS
# set up geometric transformations of element
# separate columns and beams, in case of P-Delta analysis for columns
set IDColTransf 1; # all columns
set IDBeamTransf 2; # all beams
set ColTransfType PDelta ; # options, Linear PDelta Corotational
geomTransf $ColTransfType $IDColTransf ; # only columns can have PDelta effects (gravity effects)
geomTransf Linear $IDBeamTransf

# Define Beam-Column Elements
set np 5; # number of Gauss integration points for nonlinear curvature distribution-- np=2 for linear distribution ok
# columns
element nonlinearBeamColumn 111 11 21 $np $CirColSecTag $IDColTransf; # level 1-2
element nonlinearBeamColumn 112 12 22 $np $ColSecTag $IDColTransf
element nonlinearBeamColumn 113 13 23 $np $CirColSecTag $IDColTransf

# beams
element nonlinearBeamColumn 221 21 22 $np $BeamSecTag $IDBeamTransf; # level 2
element nonlinearBeamColumn 222 22 23 $np $BeamSecTag $IDBeamTransf;

#zeroLengthSection $tag $ndI $ndJ $secID
element zeroLengthSection 7 11 1 4;
element zeroLengthSection 8 13 3 4;
element zeroLengthSection 9 12 2 5;

# Define GRAVITY LOADS, weight and masses
set Weight1 [expr 128e3*$N]; # superstructure weight
set PCol1 [expr $Weight1]; # nodal dead-load weight per column
set Mass1 [expr $PCol1/$g]; # nodal mass

set Weight2 [expr 91e3*$N]; # superstructure weight
set PCol2 [expr $Weight2]; # nodal dead-load weight per column
set Mass2 [expr $PCol2/$g]; # nodal mass


# assign masses to the nodes that the columns are connected to
# each connection takes the mass of 1/2 of each element framing into it (mass=weight/$g)
mass 21 $Mass2 $Mass2 0.; # level 2
mass 22 $Mass1 $Mass1 0.;
mass 23 $Mass2 $Mass2 0.;
puts "loads defined static"

# define GRAVITY -------------------------------------------------------------
# GRAVITY LOADS # define gravity load applied to beams and columns -- eleLoad applies loads in local coordinate axis

set LoadColumnD1 [expr -1.32e3*$N/$m] ; #中柱自重
set LoadColumnD2 [expr -1.27e3*$N/$m] ; #边柱自重
set LoadBeamD [expr -847.0e3*$N/$m] ; #梁总荷载

pattern Plain 101 Linear {

#梁
eleLoad -ele 221 222 -type -beamUniform $LoadBeamD;
#柱
eleLoad -ele 111 113 -type -beamUniform 0.0 $LoadColumnD2;
eleLoad -ele 112 -type -beamUniform 0.0 $LoadColumnD1;

}
puts "distribution of garvity defined"

# Define RECORDERS -------------------------------------------------------------
recorder Node -file $dataDir/DFree.out -time -node 22 -dof 1 2 3 disp; # displacements of free node
recorder Node -file $dataDir/DBase.out -time -node 11 12 13 -dof 1 2 3 disp; # displacements of support nodes
recorder Node -file $dataDir/RBase.out -time -node 11 12 13 -dof 1 2 3 reaction; # support reaction
recorder Drift -file $dataDir/DrNode.out -time -iNode 12 -jNode 22 -dof 1 -perpDirn 2; # lateral drift

# Gravity-analysis parameters -- load-controlled static analysis
set Tol 1.0e-8; # convergence tolerance for test
variable constraintsTypeGravity Plain; # default;
if { [info exists RigidDiaphragm] == 1} {
if {$RigidDiaphragm=="ON"} {
variable constraintsTypeGravity Lagrange; # large model: try Transformation
}; # if rigid diaphragm is on
}; # if rigid diaphragm exists
constraints $constraintsTypeGravity ; # 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 (large model: try UmfPack)
test NormDispIncr $Tol 10 ; # determine if convergence has been achieved at the end of an iteration step
algorithm Newton; # use Newton's solution algorithm: updates tangent stiffness at every iteration
set NstepGravity 10; # apply gravity in 10 steps
set DGravity [expr 1./$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

puts "Model Built"
source Dynamic.EQ.tcl


And Dynamic.EQ.tcl is:

# source in procedures
source ReadSMDfile.tcl; # procedure for reading GM file and converting it to proper format

puts "1"
# Uniform Earthquake ground motion (uniform acceleration input at all support nodes)
set GMdirection 1; # ground-motion direction
set GMfile "H1" ; # ground-motion filenames
set GMfact 1; # ground-motion scaling factor
set GMdir "GMfiles"; # ground-motion file directory

# set up ground-motion-analysis parameters
set DtAnalysis [expr 0.01*$sec]; # time-step Dt for lateral analysis
set TmaxAnalysis [expr 35. *$sec]; # maximum duration of ground-motion analysis -- should be 50*$sec
puts "2"
# ----------- set up analysis parameters
source LibAnalysisDynamicParameters.tcl; # constraintsHandler,DOFnumberer,system-ofequations,convergenceTest,solutionAlgorithm,integrator
puts "3"
# ------------ define & apply damping
# RAYLEIGH damping parameters, Where to put M/K-prop damping, switches (http://opensees.berkeley.edu/OpenSees/m ... l/1099.htm)
# D=$alphaM*M + $betaKcurr*Kcurrent + $betaKcomm*KlastCommit + $beatKinit*$Kinitial
set xDamp 0.037; # damping ratio
set MpropSwitch 1.0;
set KcurrSwitch 0.0;
set KcommSwitch 1.0;
set KinitSwitch 0.0;
puts "4"
set nEigenI 1; # mode 1
set nEigenJ 3; # mode 3
puts "5"
set lambdaN [eigen -generalized -fullGenLapack [expr $nEigenJ]]; # eigenvalue analysis for nEigenJ modes
set lambdaI [lindex $lambdaN [expr $nEigenI-1]]; # eigenvalue mode i
set lambdaJ [lindex $lambdaN [expr $nEigenJ-1]]; # eigenvalue mode j
puts "6"
set omegaI [expr pow($lambdaI,0.5)];
puts "7"
set omegaJ [expr pow($lambdaJ,0.5)];
puts "8"
set alphaM [expr $MpropSwitch*$xDamp*(2*$omegaI*$omegaJ)/($omegaI+$omegaJ)]; # M-prop. damping; D = alphaM*M
set betaKcurr [expr $KcurrSwitch*2.*$xDamp/($omegaI+$omegaJ)]; # current-K; +beatKcurr*KCurrent
set betaKcomm [expr $KcommSwitch*2.*$xDamp/($omegaI+$omegaJ)]; # last-committed K; +betaKcomm*KlastCommitt
set betaKinit [expr $KinitSwitch*2.*$xDamp/($omegaI+$omegaJ)]; # initial-K; +beatKinit*Kini
puts "9"
# define damping
rayleigh $alphaM $betaKcurr $betaKinit $betaKcomm; # RAYLEIGH damping
#rayleigh 0.05 0.0 0.0 0.05; # set damping based on first eigen mode
puts "10"

# --------------------------------- perform Dynamic Ground-Motion Analysis
# the following commands are unique to the Uniform Earthquake excitation
set IDloadTag 400; # for uniformSupport excitation
# Uniform EXCITATION: acceleration input
foreach GMdirection $GMdirection GMfile $GMfile GMfact $GMfact {
incr IDloadTag;
set inFile $GMdir/$GMfile.at2
set outFile $GMdir/$GMfile.g3; # set variable holding new filename (PEER files have .at2/dt2 extension)
ReadSMDFile $inFile $outFile dt; # call procedure to convert the ground-motion file
puts "gm convert ok"
set GMfatt [expr $g*$GMfact]; # data in input file is in g Unifts -- ACCELERATION TH
set AccelSeries "Series -dt $dt -filePath $outFile -factor $GMfatt"; # time series information
pattern UniformExcitation $IDloadTag $GMdirection -accel $AccelSeries ; # create Unifform excitation
}
puts "gm direction ok"
#set AccelSeries "Series -dt $dt -filePath $GMfile -factor $GMfatt"; # time series information
#pattern UniformExcitation $IDloadTag $GMdirection -accel $AccelSeries ; # create Unifform excitation

set Nsteps [expr int($TmaxAnalysis/$DtAnalysis)];
set ok [analyze $Nsteps $DtAnalysis]; # actually perform analysis; returns ok=0 if analysis was successful

if {$ok != 0} { ; # if analysis was not successful.
# change some analysis parameters to achieve convergence
# performance is slower inside this loop
# Time-controlled analysis
set ok 0;
set controlTime [getTime];
while {$controlTime < $TmaxAnalysis && $ok == 0} {
set ok [analyze 1 $DtAnalysis]
set controlTime [getTime]
set ok [analyze 1 $DtAnalysis]
if {$ok != 0} {
puts "Trying Newton with Initial Tangent .."
test NormDispIncr $Tol 1000 0
algorithm Newton -initial
set ok [analyze 1 $DtAnalysis]
test $TestType $Tol $maxNumIter 0
algorithm $algorithmType
}
if {$ok != 0} {
puts "Trying Broyden .."
algorithm Broyden 8
set ok [analyze 1 $DtAnalysis]
algorithm $algorithmType
}
if {$ok != 0} {
puts "Trying NewtonWithLineSearch .."
algorithm NewtonLineSearch .8
set ok [analyze 1 $DtAnalysis]
algorithm $algorithmType
}
}
}; # end if ok !0


I can see the "Puts" until "6", then "domain error: argument not in valid range" comes out.
Would you please check my code? I know this is a simple model, but I have tried everything I can and I failed. This do drives me crazy.
Thanks for your concern and do appreciate your help!

[mhscott]

You are getting negative eigenvalues ... check your model!!!

[michaelchen]

mhscott wrote:
> You are getting negative eigenvalues ... check your model!!!


Dear mhscott,
I do know this message comes out because of the "negative eigenvalue". I have checked my model for three days and times and times again.
I tried every constraints command and eigen command in my model, but nothing changed.
What else can I do? Please give me some directions.
Thank you very much for your reply to both my posts.

[mhscott]

What does the following command give you if you add it right after puts 6?

puts $lambdaI

[kadirtopcu]

Dear michaelchen
Did you solve the problem ?? I am getting negative eigenvalues too but I couldnt find any solution yet. what could be the reason of this??

Dear mhscott

I did (puts $lambdaI) after puts "6" and I get -3,5694231 e-004. could you give me some directions about the solutıon? what could be the reason? for example??

thanks