I've get error like that.
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WARNING SuperLU::solve(void)- Error 1 returned in factorization dgstrf()
WARNING NewtonRaphson::solveCurrentStep() -the LinearSysOfEqn failed in solve()
StaticAnalysis::analyze() - the Algorithm failed at iteration: 0 with domain at load factor 0
OpenSees > analyze failed, returned: -3 error flag
WARNING SuperLU::solve(void)- Error 1 returned in factorization dgstrf()
DisplacementControl::newStep(void) - failed in solver
StaticAnalysis::analyze() - the Integrator failed at iteration: 0 with domain at load factor 0
OpenSees > analyze failed, returned: -2 error flag
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Here is main code
Code: Select all
wipe
model BasicBuilder -ndm 2 -ndf 3
#Define materials for nonlinear coulumns
#--------------------------------
#Concrte taG f'c ec0 f'cu ecu
#Core concrete (confined)
uniaxialMaterial Concrete01 1 -6.0 -0.004 -5.0 -0.014
#Cover concrete(unconfined)
uniaxialMaterial Concrete01 2 -5.0 -0.002 0.0 -0.006
#STEEL
#Reinforcing steel
set fy 60.0; #Yield stess
set E 30000.0; #Young's modulus
# tag fy E0 b
uniaxialMaterial Steel01 3 $fy $E 0.01
#Define cross-section for nonlinear columns
#--------------------------------
#set some parameters
set colWidth 15
set colDepth 24
set cover 1.5
set As 0.60; #area of no. 7bars
#some variables derived from the parameters
set y1 [expr $colDepth/2.0]
set z1 [expr $colWidth/2.0]
section Fiber 1 {
#create the concrete core fibers
patch rect 1 10 1 [expr $cover-$y1] [expr $cover-$z1] \
[expr $y1-$cover] [expr $z1-$cover]
#Create the concrete cover fibers(patch rect $mattag $numsubdivy $numsubdivZ $yi $zi $yj $zj)
patch rect 2 10 1 [expr -$y1] [expr $z1-$cover]\
$y1 $z1
patch rect 2 10 1 [expr -$y1] [expr $z1] $y1 [expr $cover-$z1]
patch rect 2 2 1 [expr -$y1] [expr $z1-$cover] [expr $cover-$y1] [expr $z1-$cover]
patch rect 2 2 1 [expr $y1-$cover] [expr $cover-$z1] $y1 [expr $z1-$cover]
#Create the reinforcing fibers(left, middle, right)
layer straight 3 3 $As [expr $y1-$cover] [expr $z1-$cover] [expr $y1-$cover] [expr $cover-$z1]
layer straight 3 2 $As 0.0 [expr $z1-$cover] 0.0 [expr $cover-$z1]
layer straight 3 3 $As [expr $cover-$y1] [expr $z1-$cover] [expr $cover-$y1] [expr $cover-$z1]
}
#estimate yield curvate
#(Assuming no axial load and only top and bottom steel)
set d [expr $colDepth-$cover] ; #d--from cover to rebar
set epsy [expr $fy/$E] ;#steel yield strain
set Ky [expr $epsy/(0.7*$d)]
#Print estimate to standard output
puts "Estimated yield curvature: $Ky"
#Set axial load
set P -180
set mu 15; #Target ductility for analysis
set numlncr 100; #number of analysis increments
#call the section analysis procedure
source MomentCurvature.tcl
MomentCurvature 1 $P [expr $Ky*$mu] $numlncr
Code: Select all
proc MomentCurvature {secTag axialLoad maxK {numlncr 100} } {
#Define two nodes at (0,0)
node 1 0.0 0.0
node 2 0.0 0.0
#fix all degrees of freedom except axial and bending at node 2
fix 1 1 1 1
fix 2 0 1 0
# Define element
# tag ndi ndJ secTag
element zeroLengthSection 1 1 2 $secTag
#Create recorder
recorder Node -file section$secTag.out -time -node 2 -dof 3 disp
#Define constant axial load
pattern Plain 1 "Constant" {
load 2 $axialLoad 0.0 0.0
}
#Define analysis parameters
integrator LoadControl 0 1 0 0
system SparseGeneral -piv;
test NormUnbalance 1.0e-9 10
numberer Plain
constraints Plain
algorithm Newton
analysis Static
#Do one analysis for constant axial load
analyze 1
#Define reference moment
pattern Plain 2 "Linear" {
load 2 0.0 0.0 1.0
}
#compute curvature increment
set dK [expr $maxK/$numlncr]
#Use displacement control at node 2 for section analysis
#integrator DisplacementControl $node $dof $incr <$numIter $<math>\Delta U \text{min} </math> $<math>\Delta U \text{max}</math>>
integrator DisplacementControl 2 3 $dK 1 $dK $dK
#Do the section analysis
analyze $numlncr
}
