ArpackSolver::Error with _saupd info = -9999

[Anishkumar]

# --------------------------------------------------------------------------------------------------
# 2D RC Frame------HDMR

# 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 Data1; # set up name of data directory (you can remove this)
file mkdir $dataDir; # create data directory
set GMdir "../GMfiles/"; # ground-motion file directory
source LibUnits.tcl; # define units
source BuildRCrectSection.tcl; # procedure for definining RC fiber section
source DisplayModel2D.tcl;
source DisplayPlane.tcl;
source LibMaterialsRC1.tcl; # define library of Reinforced-concrete Materials

# define structure-geometry paramters
set LCol 3.2; # column height
set LBeam 4.0; # beam length

# calculate locations of beam/column intersections:
set X1 0.;
set X2 [expr $X1 + $LBeam];
set X3 [expr $X2 + $LBeam];
#set X4 [expr $X2 + 1.65];
#set X5 [expr $X3 - 1.65];

set Y1 0.;
set Y2 [expr $Y1 + $LCol];


# define NODAL COORDINATES
# ground Floor
node 11 $X1 $Y1
node 12 $X2 $Y1
node 13 $X3 $Y1

# 1st Floor
node 21 $X1 $Y2
node 22 $X2 $Y2
node 23 $X3 $Y2
#node 24 $X4 $Y2
#node 25 $X5 $Y2

puts "done 1"

# Set up parameters that are particular to the model for displacement control
set IDctrlNode 21; # 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 $Y2; # total building height

# BOUNDARY CONDITIONS
fix 11 1 1 1
fix 12 1 1 1
fix 13 1 1 1
puts "done 2"
# BOUNDARY CONDITIONS

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

# define section tags:
set ColSecTag11 11


#*************#Floor beam 21, Roof beam 22
set BeamSecTag21 21



# FIBER SECTION properties
# Column section geometry:
BuildRCrectSection $ColSecTag11 0.35 0.35 0.04 0.04 $IDconcCore $IDconcCover $IDSteel 4 0.000452 4 0.000452 4 0.000452 20 20 20 20; #12-12d

#BuildRCrectSection $ColSecTag15 0.55 0.55 0.04 0.04 $IDconcCore $IDconcCover $IDSteel 3 0.000201 3 0.000201 2 0.000201 20 20 20 20; #16d


# Beam section geometry:
BuildRCrectSection $BeamSecTag21 0.23 0.3 0.025 0.025 $IDconcCore $IDconcCover $IDSteel 5 0.001 4 0.0007390 0 0 20 20 20 20
puts "done 3"

# 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 Linear ; # 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 $ColSecTag11 $IDColTransf; # level G-1 *******change tag ******
element nonlinearBeamColumn 112 12 22 $np $ColSecTag11 $IDColTransf;
element nonlinearBeamColumn 113 13 23 $np $ColSecTag11 $IDColTransf;


# beams
element nonlinearBeamColumn 221 21 22 $np $BeamSecTag21 $IDBeamTransf; # level 1
element nonlinearBeamColumn 223 22 23 $np $BeamSecTag21 $IDBeamTransf;
#element nonlinearBeamColumn 224 22 24 $np $BeamSecTag21 $IDBeamTransf;
#element nonlinearBeamColumn 225 23 25 $np $BeamSecTag21 $IDBeamTransf;
puts "done 4"

# Define GRAVITY LOADS, weight and masses
mass 21 9562.690 0. 0.; # level 1
mass 22 18778.79 0. 0.; # one column load remaining two times
mass 23 18778.79 0. 0.;


# set ViewScale 20;
# DisplayModel2D DeformedShape $ViewScale

# Define RECORDERS -------------------------------------------------------------
recorder Node -file $dataDir/DFree.out -time -node 21 -dof 1 disp; # displacements of free node
#recorder Node -file $dataDir/DBase.out -time -node 11 12 13 14 15 -dof 1 2 3 disp; # displacements of support nodes
#recorder Node -file $dataDir/RBase.out -time -node 11 12 13 14 15 -dof 1 2 3 reaction; # support reaction
#recorder Drift -file $dataDir/DrNode1.out -time -iNode 11 -jNode 21 -dof 1 -perpDirn 2; # lateral drift
#recorder Drift -file $dataDir/DrNode2.out -time -iNode 21 -jNode 31 -dof 1 -perpDirn 2; # lateral drift
puts "done 5"

# Define GRAVITY -------------------------------------------------------------
pattern Plain 101 Linear {
load 21 0 -93810 0.; # level 1 ; N
load 22 0 -184220 0.;
load 23 0 -184220 0.;

}
puts "done 6"
# 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
puts "done 7"
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 $Tol 6 ; # determine if convergence has been achieved at the end of an iteration step
algorithm Newton; # use Newton's solution algorithm: updates tangent stiffness at every iteration
set NstepGravity 10; # apply gravity in 10 steps
set DGravity [expr 1./$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
puts "done 8"
# ------------------------------------------------- maintain constant gravity loads and reset time to zero
loadConst -time 0.0
# Time period
set numModes 5
set lambda [eigen $numModes];
set omega {}
set f {}
set T {}
set pi 3.141593
record
foreach lam $lambda {
lappend omega [expr sqrt($lam)]
lappend f [expr sqrt($lam)/(2*$pi)]
lappend T [expr (2*$pi)/sqrt($lam
puts "done"
}
puts "T= $T "
puts "Model Built"
puts "done"





ArpackSolver::Error with _saupd info = -9999
Could not build an Arnoldi factorization.IPARAM(5) the size of the current Arnoldi factorization: is 3factorization. The user is advised to check thatenough workspace and array storage has been allocated.
WARNING StaticAnalysis::eigen() - EigenSOE failed in solve()

that is error coming

[mhscott]

Try asking for one or two modes instead of five.

[Anishkumar]

thank you for replay

when I put 1 mode 'missing close-bracket' msg come

when I put 2 mode same upper error is coming (Error with _saupd info = -9999)

[zoom]

are you solve that ? I have the same error